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HomeMy WebLinkAboutTRUSSp• s� ti �� c ` ' A-1 ROOF TRUSSES A FLORIDA CORPORATION RE: Job 63172 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. ^nAAIIA1f:M st Lodicafi hi A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 e Information: ,ustomer Info: SHORELINE CONSTRUCTION & MOBIL Project Name: MURRAY SPEC -ot/Block: Model: MURRAY SPEC kddress: LOT 581 NETTLES ISLAND, JENSEN BEACH, Fusion: hit L; ;ity: County: St Lucie State: FL �® Jame Address and License # of Structural Engineer of Record, If there is one, for the building. DEC 2 8 2013 Jame: License #: kddress: St. PERrI4I7-TING ;ity: Lucie County, FL 3eneral Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special -oading Conditions): )esign Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Nind Code: ASCE 7-10 Wind Speed: 165 MPH Roof Load: 55.0 psf Floor Load: 65.0 psf 'his package includes 62 individual, dated Truss Design Drawings and 0 Additional Drawings. Vith my seal affixed to this sheet, I hereby certify that I am the Truss!Design Engineer and this index sheet :onforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. Jo. Seal # Truss Name Date No. Seal # I Truss Name Date No. Seal # Truss Name Date A0642186 A01G 12/11/15 13 A0642108 CAB 12/11/15 25 A0642210 F06 12/11/15 A0642187 B01G 12/11/15 14 A06421§9 CJ3 12/11/15 26 A0642211 F07 12/11/15 A0642188 B02 12/11/15 15 A0642200 CJ3A 12/11/15 27 A0642212 FOB 12/11/15 A0642189 B03 12/11/15 16 A0642261 CJ3B 12/11/15 28 A0642213 F09 12/11/15 A0642190 B04 12/11/15 17 A0642262 CJ5 12/11/15 29 A0642214 F10 12/11/15 A0642191 B05 12/11/15 18 A0642203 CJ5A 12/11/15 30 A0642215 F11 12/11/15 A0642192 B06G 12/11/15 19 A0642204 CJ5B 12/11/15 31 A0642216 F12 12/11/15 I A0642193 C01G 12/11/15 20 A0642205 F01 12/11/15 32 A0642217 F13 12/11/15 A0642194 CO2 12/11/15 21 A0642206 F02 12/11/15 33 A0642218 F14 12/11/15 0 A0642195 CO3 12/11/15 22 A0642267 F03 12/11/15 34 A0642219 FG1 12/11/15 1 A0642196 CA 12/11/15 23 AO642208 I F04 12/11/15 35 A0642220 FG2 12/11/15 2 A0642197 I CAA 12/11/15 124 1 A0642209 I F05 1 12/11/151 36 A0642221 I FG3 12/11/15 he truss drawing(s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided byA-1 Roof Trusses, Ltd. russ Design Engineer's Name: Manuel Martinez My license renewal date for the state of Florida is February28,2017. TOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. he suitability and use of components for any particular building is the responsibility of the building designer, per ANSI/TPI-1 Sec. 2. he 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 idicatjng the nature and characterof the work. The design criteria therein have been transferred to Manuel Martinez PE by [At Roof Trusses orspecific location). These TDDs (also referred to at times kructgratoelegated Engineering Documents') are specialty structural component designs and may be part of the project's deferred or phased submittals. As a Truss Design Engineer (i.e., Specialty ngineeir). t, seal here and on the TDD represents an acceptance of professional engineering responsibility forthe design of the single Truss depicted on the TDD only. The Building Designer is responsi Drandshalthoordinate and review the TDDs for compatibility with theirwritten engineering requirements. Please review aIITDDs and all related notes. r Page 1 of 2 .,A#MA 1 ROOF "=TRUSSES A FLORIDA CORPORATION RE: Job 63172 Jo. Seal # Truss Name Date 7 A0642222 HJ5 12/11/15 ;8 A0642223 HJ7 12/11/15 ;9 A0642224 HHA 12/11/15 -0 A0642225 HJA 12/11/15 .1 A0642226 HJB 12/11/15 .2 A0642227 HJC 12/11/15 .3 A0642228 HJD 12/11/15 4 A0642229 J5 12/11/15 •5 A0642230 J513 12/11/15 -6 A0642231 J7 12/11/15 •7 A0642232 JA 12/11/15 .8 A0642233 JB 12/11/15 .9 A0642234 JC 12/11/15 ;0 A0642235 JD 12/11/15 it A0642236 JE 12/11/15 2 A0642237 JF 12/11/15 13 A0642238 JG 12/11/15 4 A0642239 JH 12/11/15 ;5 A0642240 JI 12/11/15 16 A0642241 X 12/11/15 17 A0642242 JL 12/11/15 S A0642243 JM 12/11/15 ;9 A0642244 JN 12/11/15 i0 A0642245 JO 12/11/15 i1 A0642246 I JP 12/11/15 22 1 A0642247 I JQ 12/11/15 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. '—• _' t e Ic i � ri •I r A Page 2 of 2 Job Truss Truss Type QtY Ply A0642186 '63172 A01 G Roof Special Girder 1 1 Job Reference o tional r.. C.: el.... IIIA••11•f.G 7e1.1 t. D� 4 Al RUOF I RUSStS, E-UK E VItKGt, M avevo, aeslgnLa suuss.wnt —1. t.t,-- ID:JKjHKutxRFDGmK?IXiQMZnyB2Nu-6xTg o71KKXxeg8CGA64Rugy7gFV_ALvK6Rz16yA1C 1-2-8 6-0-0 10.8-1 14-4$ 20-4-4 22-3-12 1-2_8 4-9$ 4-8-1 3-8-7 5-11-12 1-11 8 Dead Load Defl. = 5116 it 4x4 = 5x8 11 3x4 = 5x6 = 3x8 11 4x4 4x8 11 21-1-9 0-10$ -2- 0-10- 4-M 144-8 8-4-8 is-m-o a -.,- 5-6-06-0-0 50 -5-1 0-9-5 1-2-3 Plate Offsets (X Y) [1.0 0 13 Edge] [1.0 2-1 0-0-10] [3.0-2-0 0-1-12] [5.0-2-14 Edge] [5.0-1-2 2-1-14] [5:0-1-10 Edge] [7:0-3-0 0-3-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC ' 0.80 Vert(LL) 0.18 7-8 >951 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 10.73 Vert(TL) -0.45 7-8 >383 240 BCLL 0.0 Rep Stress Incr NO WB 0.77 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 89 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 `Except` T2: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* B1:2x4SPM30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. All bearings 0-8-0 except at --length) 5=1-6-9, 6=0-3-8. (lb) - Max Horz 1= 53(LC 34) Max Uplift All uplift 100 lb or less at joint(s) except 7=-893(LC 5), 1=-587(LC 4), 5=-178(LC 35), 6=-802(LC 5) Max Grav All reactions 250 lb or less at joint(s) ea 5 except 7=1795(LC 1), 1=1164(LC 1), 6=921(LC 42) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except Aen shown. TOP CHORD 1-2=-2193/1139, 2-19=-2002/1109, 19-20=2002/1109, 3-20=-2002/1109, 3-21=-217/558, 4-21=-215/500, 4-22=-217/549, 22-23=-233/510, 5-23=-218/512 BOT CHORD 1-8=-1028/2000, 8-24=-727/1271, 24-25=-727/1271, 25-26=-727/1271, 26-27=-727/1271, 7-27=-727/1271, 7-28=-503/274, 28-29=-503/274, 6-29=-503/274, 5-6=-274/503 BOT CHORD 1-8=-1028/2000, 8-24=-727/1271, 24-25=-727/1271, 25-26=-727/1271, 26-27=-727/1271, 7-27=-727/1271, 7-28=-503/274, 28-29=-503/274, 6-29=-503)'274, 5-6=-274/503 WEBS 3-8=-327/820, 3-7=-2040/1142, 4-7=-456/318 1 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf, h=22ft; Cat. II; Exp D; 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 893 lb uplift at joint 7, 587 lb uplift at joint 1, 178 lb uplift at joint 5 and 802 lb uplift at joint 6. 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) 234 lb down and 246 lb up at 6-0-0, 108 lb down and 147 lb up at 7-0-13, 108 lb down and 147 lb up at 9-0-13, 139 lb down and 153 lb up at 10-8-1, 123 lb down and 115 lb up at 12-4-3, 73 lb down and 75 lb up at 14-7-15, and 36 Ib down and 34 Ib up at 16-11-10, and 273 lb down and 391 lb up at 19-3-6 on top chord , and 143 lb down and 88 lb up at 6-0-0, 55 lb down and 29 lb up at 7-0-13, 55 lb down and 29 lb up at 9-0-13, 70 lb down and 50 lb up at 10-8-1, 39 lb down and 29 lb up at 12-4-3, and 8 lb down and 16 lb up at 16-11-10, and 451 lb down and 390 lb up at 19-3-6 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 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-90, 2-3=-90, 3-5=-90, 6-9=-20, 6-18=20. 14-18=-20 Concentrated Loads (lb) Vert: 2=191(F) 3=-108(F) 8=143(F) 4=-4(F) 19=-1 06(F) 20=-1 06(F) 21=-54(F) 23=160(F) 24=-55(F) 25=-55(F) 26=-70(F) 27=-39(F) 28=-8(F) 29=-451 V tYmaing•Ptemetheros55hseuiev tbn'A•1 ROgrTRJSSflE'fffirg j, 5ER1PA(FfgkSd(C9DRI9A5(UOC,ArR('RL(ER'I/rr6gYftID-sEWEMI'form, Yeriry designpmomelen and rend notes on rhitLast Wsiga LYaringQggj edlbe Xoaed kortimee,F.E.defarena Shad bdore ose. Unlnsa;htrxiu s!: edoulbe W'ay MpNUEL MARTINEZ P.E. Nirti roadeCar odes shoo btastd for Me TO to beedGd.As. Nis Rnip Engiaeer(ie.,Tperiahyfer;B-11,seat Calory lUD represed8 anaatptlaued the prolestiomlengioeermgrss;.%ihlbtylas;' detiga of the cngkLcssdtprttado=rciEBarty,:aderlYN. he design:ssuoP-� s,loe:mg wi[ioas, e irdilabiblynd use of this Trust for Day refding8tht respoas�liGtyofde 0wnel"4 ornn'saAerized agerAw a9ugd'a9gell9w, io the tonRfl of the 8(.the (rl, the losal beiying code and Mi. he app-1of the TO eod mayWd ateCi Bt Flats, iadod'mg hooding, storose, fmtaga6ocold bsadag, shag be she #047182 recpoau'a ryof(ntg ague gaelr:7(ornaf::4dllnofessetaliar6eiGDondlM1epmdieesc:�gui(efnesorlperaldy(ompapenlSoterylDtosmesien(B61Ip�hfshedbyliland56(Aorettresmcedforgepem!guidrre,rP1-I derseK:Eeeesponu:itiesoad�f.+saftht(mssptv9ner<TtottQts n(ngineceand 10019(hodlonOr. hass kerdears",tdr.a,har:ye defintd bya(smttad oyecd npan is dihitgby oR pmiin ICeolved. rx Lust[etiga Fngixel is NRrthe ruiMin9Rdgner er rmst gytlem FCgineerfoe mybuilGng. MI(epireli:ed let., a losedu'dfalpld. (oppight(fJ1RIS A•T Roo1 Lusses-Manael fdmttnea; P.f. Repiodadion oflhisdowmeul, to any form, is pohibiled with wi9en par mission. from A -I Roof Trusses • Manuel Mortimer, P.E. �rI00d0, FL 32832 I Job Truss Truss Type Qty Ply 63172 B01 G Roof Special Girder 1 1 A06421 ,,7 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Dec 11 14:11:59 2016 Page ID:JKjHKutxRFDGmK?IXiQMZnyB2Nu-b713B88w5dfoGpjOqudJ_6D744Ysjgv2ZmAWaYyA1 C 3-11-10 7-0-0 11-2-4 15-4-8 18-4-15 22-4-8 3-11-10 3-0-6 4-2-4 4-2 4 3-0-6 3-11-10 3x10 = 4x8 11 1.5x4 11 3x4 = I 7x10 MT20HS= 3x4 = 1.5x4 11 Dead Load Defl. = 1/2 it 3x10 = ,0-10-8 3-11-10 7-0-0 11-2-4 15-48 18-4-15 22:-8 0-10-8 3-1-2 3-0-6 4-2-4 4-2 4 3-0-6 3-11-10 Plate Offsets (X,Y)— f1:0-0-14,Edgel,f1:0-0-4,0-0-31,f3:0-6-0,0-3-01,.f5:0-6-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI.I DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.49 9-10 >553 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.91 9-10 >295 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO I WB 0.62 Horz(TL) 0.18 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 99 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-3-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 2254/0-8-0 (min.0-1-14) 1 = 2390/0-8-0 (min.0-2-0) Max Horz 1 = 44(LC 8) Max Uplift 7 = -1062(LC 5) 1 = -1124(LC 4) Max Grav 7 = 2254(LC 1) 1 = 2390(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5889/2812, 2-3=-6826/3288, 3-21=-8047/3892, 4-21=-8047/3892, 4-22=-8048/3893, 5-22=-8048/3893, 5-6=-7184/3465,6-7=-6951/3304 BOT CHORD 1-12=-2678/5623, 11-12=-2678/5623, 11-23=-3150/6651, 10-23=-3150/6651, 10-24=-3294/7017,9-24=-3294/7017, 8-9=-3145/6676, 7-8=-3145/6676 WEBS 2-12=-421/246, 2-11=-697/1265, 3-1 1=-151/435,3-10=-792/1633,. 4-10=-833/544, 5-10=-616/1264, 5-9=-265/687, 6-9=-548/639 I WEBS 2-12=-421/246, 2-11=-697/1265, 3-11 =-1 51/435, 3-10=-792/1633, 4-10=-833/544, 5-10=-616/1264, 5-9=-265/687, 6-9=-548/639 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=S.Opsf; BCDL=5.Opsf; h=22ft; Cat. 11; Exp D; 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 and 5 checked for a plus or minus 2 degree rotation about its center. 6) Plate(s) atjoint(s) 7, 2, 12, 11, 10, 4, 9, 6, 8, 1 and 1 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1062 lb uplift at joint 7 and 1124 lb uplift at joint 1. 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)192 lb down and 219 lb up at 7-0-0, 143 Ib down and 165 lb up at 9-0-15, 143 lb down and 165 lb up at 11-0-15 , 143 lb down and 165 lb up at 11-3-15, and 143 lb down and 165 lb up at 13-3-15, and 191 lb down and 222 lb up at 15-4-8 on top chord, and 503 lb down and 279 lb up at 7-0-0, 74 lb down and 31 lb up at 9-0-15, 74 Its down and 31 lb up at 11-0-15, 74 lb down and 31 lb up at 11-3-15, and 74 lb down and 31 lb up at 13-3-15, and 528 lb down and 286 lb up at 15-3-12 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 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 3-5=-90, 5-7=-90, 13-16=-20 Concentrated Loads (lb) Vert: 3=-143(F) 5=-143(F) 11=-503(F) 10=-147(F) 4=-286(F) 9=-528(F) 21 =- 1 43(F) 22=1 43(F) 23=-74(F) 24=-74(F) Wmnief- Pleaselbuenghiy mriertbe'AA RODE TRUSS(SrSEARl GROW THUS A(OND1nONS(USTOUnrBIirERIA(RNOWSEOGEMENrfarm. Verily desigapo... lots atni-dwer nathis Truss Omigno-ing(NDJandlhe Nonuel Marfioer,Pf. RehmmeSAeet hefare use. Uoh—thenim slmed oe the TOO, only MANUEL MARiINEZ, P.E. AUeA,onoedar pion. simll6e rued for the iD0 to berabd Aso Lon Design fngieeer(e. Spedolq fngiaear), the seal on anyTDDrepresent, an arepto.re of the forntmiand engineering responsi iOty (a, the design of the single Truss d oded an the 1OO only, oA,, Wl. The design assumptions, leading toodi(iaur,OablUtyond use0thisLa"for Day Whaiingis the tarponsibgity of the Oonet, the Ornet's aunar',aed agent or the Building Designer. in The context d the IR(, the IBC, The local building tole and iPld.The opproeal ofthe TDD and any held use of the Truss,including handling, ttorago, installation and byming,rhog be the #041182 !"sponsibiUfyoEMcBaldiogDnigaeeoad(oalraUm.ADnotesxlamitsTheRDandtheir.dfmsandgaid'EmatiheBuilding(ompoeeos5afetylnlormotian(161)pabfishedhyTPlmdSAUmereimeadforgeneralguidoam.TPl-ldefinesthemsponein'GfiesanddutiesoftheTrussoerignet,LmsDeignlagiaeetond j0019(hOrltOnCir. oss Uonufadme6uolett mherrisedefined by o (oalmtt agreed upon in rrilieg by all porfies in..hoed. The Truss Design Engineer it NOT the Building Designer, o, Truss Syslem(ngireer fin any building. tit Capitalized rums as. as defined in TPI•I. Copyright ©2O15 A-1 Roof Trusses -Manuel Marfim, P.f. Ropronkfion of this dammenl, in any Was, is prohibited with written permission from A-1 Roof Trusses -Manuel Martinet, P.I. Orlando, FL 32832 Job I Truss Truss Type Qty Ply �= A0642188 e63172 B02 Roof Special 1 1 � Job Reference (optional) Al FtOOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.eom Run: 1.154U s Oct 7 2015 Print: 7.640 s Oct y 20l5 not t ex mausmes, Inc. rn Dec i E w: t s:aa cc w rage ID:JKjHKub(RFDGmK?IXiQMZnyB2Nu-b713B88w5dfoGpjOqudJ_6D7m4Y8jmf2ZmAWaYyA1 C 5-4-15 9-0-0 13-4-8 16-11-10 22-4-8 5-4-15 3-7-1 4-4-8 3-7-1 5�-15 Dead Load Defl. = 318 it 46 = 4x4 = 4x4 -Z�. 3x8 11 3x4 = 3x8 MT20HS= 3x4 = 4x4 i 9-0-0 8-1-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.31 7-12 >860 360 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -0.68 7-12 >397 240 BCLL 0.0 Rep Stress Incr YES WB , 0.25 Horz(TL) 0.11 6 n/a n/a BCDL 10.0 Code FBC2014(rP12007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 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 ouide. REACTIONS. (lb/size) 6 = 1194/0-8-0 (min. 0-1-8) 1 = 1268/0-8-0 (min. 0-1-8) Max Horz 1 = 56(LC 12) Max Uplift 6 =-486(LC 9) 1 =-515(LC 8) Max Grav 6 = 1194(LC 1) 1 = 1268(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2960/2381, 2-3=-2686/2113, 3-4=-2599/2113, 4-5=-2703/2120, 5-6=-3328/2691 BUT CHORD 1 -9=-2181/2811, 8-9=1 871/2599, 7-8=-1871/2599, 6-7=-2516/3179 WEBS 2-9=-416/332, 4-7=-146/325, 5-7=-731/692 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. II; Exp D; 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.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 486 lb uplift at joint 6 and 515 lb uplift at joint 1. 9) 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 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 87 lb FT = O% o �5 F 77 7 ,x. , i a m e` N 00 to Warning -Plea,thmoughly,eykrthe 'AdROOF INUSS(SASE(SIBj, GENERAL TERMS &(ONDI118NSCUSTOMER r1fil Y'7ACNNOWLFODEAE1117Tenm.VeritydesignppametenandreadratesoathisTr 1b6gn11-i"l10D)andtheManuelMariner,H.We're.SAnlhelemuse.gales,mM1eretimstaledantheTOO,only MANUEL MARTINEZ, P.E. AMirel, orande, Elul,, sWl be steed fn, the EST) to be rafid As stToss Design Fogistxer(ie.Speualty Eagieeer} the seat on any TOO represent oa aaplan.'11 the Frofessi,nW engiaeermg responu3Bity for the design al Nye siugleLuss depitled on Ibe IUD only, order IPI-I. @e desige stssumpAans, boding toadilistas, witabihry and use al this Iran, far any, Bulding is lherapumibddy al the Omer, the Drneriauthomed agent Drib, OuNding Designer, in the mereatof the 11C, the 181, the laal building rude andTPE-S. The opproolallM1e TDD and nay field use oRhe Ran,ivduding M1oodBrq. slmegr, mstaD,Non and Eumiq, shall be the #047182 respoosibifity of the Building Designer and(.&ad.,, An states sdout in the TOO and the proken and geideline,oIF, Building Componeal Safety InformmianlN(Sllpubrish,d by FEE and SECA are rdmented for general guidance. 71461 defines the esponsibififirs and duties 0 the Truss Deihl Ton Design Engineer and 10019(horlton(ir. Tmn Mstnufatlmer,mlest athervise defined byaCoahst4ogreed upon in ailing byaq Emile, involved. The Truss Fertile Coithe ,Is N016e Building Designer at Lass System Engineer To; any handing. All (apitnined terms ate as drivel in FEW. (apytighi@21 A-1 Naal Trusses -Manuel Mortnez,P.[. ReprodoRion of this daomenl, in anyfarm, is prohibitedwish written permission from A-1 Roof Trusses -Manuel Martinez, P.C. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0642189 63172 B03 Roof Special 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Dec 11 14:12:00 2016 Page ID:JKjHKutxRFDGmK?IXiQMZnyB2Nu-3JbRPU9Yn(nfuzlbObBYWJIHOTv5SBNCnQw25yA1 E 5-4-12 11-24 16-11-12 224-8 5-4-12 5-9-8 5-9-8 5-4-12 5x10 MT20HS= se Dead Load Deft. = 1/2 if 3.00 12 3 2 1.5x4 4 ,i to 1 2 5 e e m Io e 8 7 6 3x8 11 3x4 = 3x8 MT20HS= 3x4 = 4x4 -Z,� 4x4 i 0-10-$ 6-10-13 15-5-11 22-4-8 101 6-0-5 8-6-14 6-10-13 Plate Offsets (X,Y)-- [1:0-0-10,1-6-4], [1:0-3-6,Edge], [5:0-3-6,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.32 6-8 >841 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.72 6-8 >371 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB i 0.35 Horz(TL) 0.10 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 90 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 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) 5 = 1191/0-8-0 (min.0-1-8) 1 = 1270/0-8-0 (min. 0-1-8) Max Horz 1 = -69(LC 13) Max Uplift 5 = -465(LC 9) 1 = -493(LC 8) Max Grav 5 = 1191(LC 1) 1 = 1270(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3092/2506, 2-3=-2816/2247, 3-4=-3089/2453, 4-5=-3481/2800 BOT CHORD 1-8=-2317/2944, 7-8=-1688/2219, 6-7=-1688/2219, 5-6=-2629/3328 WEBS 3-6=-566/923, 4-6=-554/613, 3-8=-329/665, 2-8=-402/464 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind:'ASCE 7-10; Vult=l65mph (3-second gust) Vasd=128mph; TCDL=5.Opsf, BCDL=5.Opsf; h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C iExterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8a MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 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) a This, truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 465 Ib uplift at joint 5 and 493 lb uplift at joint 1. 8) 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 110" W'orniag-Please lhomughly royierthe'Ad ROOF TRUSSEI('SELLFR'j, GENFRAITERMSBCONDITIONS (USTOMnrBUYIRIACRNOMEBGENENT'term. Verily design paeraimand r,,daot,s as this TrussOsigu DmeingfEDDjandlhe 11-111oelines,f Lgef-sue Sheel helare use. Unless nth —is. slated ae the TOD, only MANUEL MARiINEZ, P.E. �AO1eA[oweda, plNes shad be used los the lDD fo he sagd. Asa Lnss Design Engineer(ie,Speridry ingmenh the seolonmryTODrep.esentsonmsephnre al Mion e professal eugiteviugrespons ,G4 to, the design of the single Trms depicted on lb, TOD only, ends, VIA. lbe dnige msumpfions, bod'mg rondifioss, suOublDty and use of this Muss for ooy BuRdag is themsponsibilay of the Gains, the O..", outbomed agent or the Bmlding Oefignr,iuIF. romexl of the lR(, the IB(, the l000l hoDtling ade and TP41. #047182 rosponsibitiry of the Buading Designer andCoatrodor. All notes set out to the TOO and the pratfitesaad geldri,es of the BuildingComponent Safety lldotmalion(SCSI) published by Rl and SR(A ara retreated for general gutdontt.TP1•I defines the sespt,inies and duties of the Truss Desigm,Truss Design Engineer and 10019(horlton(ir. Goss Mamrtadmet ualns o�arisedefiaed by o (omm0 opreed opan i- iling by all pmdes iuoleed. The boss Design Ingle", Is NOT the Buildleg Designer at suss System Engateer (at any build'mg. ill (apNaNred Irms a,e os deOned in RI•I, Copyright@2DIS A-1 Roof Trusses - Manuel Mmtinee, P.I. Rep,odoation of this daoument, in any form, is prohibited srith written permission from A-1 goof Trusses -Manuel Marline,, P.I. Orlando, FL 32832 Job Truss Truss Type Qty Ply ♦ A0642190 63172 B04 Roof Special 10 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, designLaltruss.com Mun: i.64u s Oct y 2lllo Print: y.twu s Oct 7 2u Fa MI t eK Inousrnes, Inc. Fri uec i i !y. rc.uu 4u to rays I D:JKjHKutxRFDGmK?IXiQMZnyB2Nu-3JbRPU9YrxnfuzlbOb8YWJIH 1 Tv5SBKCnQw25yA1 E 5-4-12 11-24 16-11-12 22-3-8 54-12 5-9-8 5-9-8 5-4-12 5x6 = 3.00 F12 Dead Load Defl. = 7/16 if 3x8 11 3x4 = 3x8 MT20HS= 3x4 = 4x4 -�' 4x4 i LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.32 6-8 >842 360 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.72 6-8 >371 240 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.10 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 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) 5 = 1191/0-8-0 (min. 0-1-8) 1 = 1270/0-8-0 (min. 0-1-8) Max Horz 1 = -70(LC 13) Max Uplift 5 = -465(LC 9) 1 = -492(LC 8) Max Grav 5 = 1191(LC 1) 1 = 1270(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3092/2506, 2-3=-2809/2242, 3-4=-3082/2448, 4-5=-3481 /2800 BOT CHORD 1-3=-2317/2944, 7-8=-1672/2201, 6-7=-1672/2201, 5-6=-2629/3328 WEBS 3-6=-576/931,4-6=-565/625, 3-8=-339/673, 2-8=-412/475 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. 11; Exp D; 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=1.601plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) atjoint(s) 5, 7, 6, 4, 8, 2, 1 and 1 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 3 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 Toad 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 465 lb uplift at joint 5 and 492 lb uplift at joint 1. 9) 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 0-13 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 90 lb FT = 0% m Io limning-PlemerhorooRift, miewthe'A-TROOFIDDSSESN1.1111.GINIRA(lnMS6(DNDITIONSCUSTOMER('@DT(glA(CNOWIEDGfM[WImoReidydmignpo—da,andrmdnotesonthismussDesignO-iog(TOD)endtheMundMwli..,P.E.Rde—wSheetbeloreose.Unlessmh-imsIdedon[beTOD,only MANUELMARTINEZ P.E. ei mnmstor plates shop be used iorthe IDDio henobd Asohoss Design Eagioeer(,,,Spetidil Eogineerl the seal on nny ED mrs-oh on raers-, of the prdessi-Ie.gioeermgrespo..Wilyin,the designai the single Trms dciidrdmthe TODonly,We,FEE 1. the design nxsumpgons, loodmg wfffias,�sdtablhq and umolihis irmsto,nor@uilding is the impossibility of the O.ner, the bnors aolhkedapoi or the Building Designer, in the mAlat ofthelR[, the IR(, the tool hu0ding todaand Rld. Tha opprorol al the lDD and nny fiddom aTlM1e from, indudnghoad0ng, tlorage, fnsrolhtian and @rating, shall he the #047182 A!"' sespusibii9y of the@uildlog Designer and0nnou. AOnohssmom isfhe lDO and the pmnhet and gaidehnerdfhe Building(ompooentSdety ldormolion(g(SIJ po@Usbsd by lPl ands@(A arerefuenmd for general goidome.PH defines the responsibilities and defies of the Prom Designer, Truer Design Fngiamt and 10019 (horltaq Cit. Lass Monulastmer, unless etAenise de0aed by o CommO ogreed upon io Wiling byall pordet mrdred. The Ems, Design Fogirs-Is NOT the @uilQog Designer or Lets System Fngine0w any holding t0 [apifolned Innis me et defined in IPI•I. (spyright©2015 A.1 Baof Trusses • Manuel MorVnet, P.L Reproduction of this document, in any loan, is prohibifed with written permission from A -I goof Trusses -Meend Martinet, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply + A0642191 63172 B05 Roof Special 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@aitruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek'Industries, Inc. Fri Dec 11 14:12:01 2016 Page ID:JKjHKutxRFDGmK?IXiQMZnyB2Nu-XW8pcgAAcFvWV7tnxJfn3XIUjtGkBbvL04fcdQyA1 E 7-8-14 12-3-15 17-4-5 22-4-8 7-8-14 4-7-2 5-0-6 5-0-3 4x8 = 3.00 1.51 12 4x6 =-- Dead Load Defl. = 5/16 it t m Io 4x4 Z�- 3x8 I I 1.5x4 11 3x8 MT201-IS= 1.5x4 11 4x4 i 4x8 = 1:5101IIB 4-7-2 LOADING (ps, SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.26 6-7 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.49 6-7 >550 240 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.11 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 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) 5 = 1192/0-8-0 (min. 0-1-8) 1 = 1269/0-8-0 (min. 0-1-8) Max Horz 1 = -63(LC 13) Max Uplift 5 = -447(LC 9) 1 = -504(LC 8) Max Grav 5 = 1192(LC 1) 1 = 1269(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2881/2300, 2-3=-2531/2099, 3-4=-2555/2074, 4-5=-3416/2714 BOT CHORD 1-9=-2087/2727, 8-9=-2082/2731, 7-8=-2082/2731, 6-7=-2548/3266, 5-6=-2548/3266 WEBS 2-7=-476/267, 3-7=-285/465, 4-7=-960/765 NOTES- 1) Unbalanced roof live loads have been considered for this design. 1 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. 11; Exp D; 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 447 lb uplift at joint 5 and 504 lb uplift at joint 1. 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 PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 91 lb FT = 0% ►w Wmnmg- Pleme Ibmoughlymvie.the'A-I ROOF IRUSSIS(IR111116ENFRAETEBMS A(ONDIIIONS(IISTDMEBrOUTERIA(BNOWIEODEMENrtarn.Vewily designpommelem ondmodw—othislms Dmigno-ing(TOOJaodthe Manuel Motliot,FL Refnenm Sheet b&le use. Unless olhmrisa staled on the IDD,only MANUEL MARiINEI, P.E. �Whet mnnedm plan kll be med for the TOO to be va�id.As oT,.b Desigo Fagi.... rse, Spedalty Fogmenithe smt ao oyMrepseseelsas amplonm of the profnsionol eogineetiag¢sponsWily(m the designdOrc single Loss depictedon 16e IBO onF/, order FPI-F. IDe dnige oswmpfrons,boding maddioos, sid.hlTity and use of this Lon wee ooy Building is lhemsponsil,Tty of the o.w, the Owna's oulhomed ogent or the Building Oalgner, in the tomextofMe INC, the lB(, the hotel holding mde and ITI-1. The opprovof of The TOO and any field use of the Tw,iadufing hondRng, donge, losd.floo and bracing, shall be the #047182 mspansihiBry of the Bmldiag DesigoermdCotdrador. Allows stoutln the TDOandthep,wiitnond geidelioetof the BoMog(aeponem Selby lnlmmotion(IM pubrished by TPl nod SB(Aom mfemnmdfnc gmal guidanm.TFI-1 defines the sapeosiblitlesaod dudn of the Russ DesigoeyLufl Design Eng?net ead 10019(horllon Or. Tross Manulodmer, unless otherwise defined by o(ommd ogreedopon in atiog byoDpmtln involved. The Icon onlgn Fngio-i, NOT the Oulldtng DnIll., or Lms System login eerWay boildiag.All (opftolned leansmem defined in TPbL 6pyright©2DIS A-1 Roof Trusser -Aloud Motion, P.F. Reprodortion of this document, in any farm, h pmhibild with wrtten p ooission ham A-1 Roof Trnses-Moouel Manner, P.L Orlando, FE 32832 Job Truss Truss Type Qty Ply ♦ A0642192 63172 B06G ROOF SPECIAL GIRDER 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design(Naltruss.com Kun: /.b4u s uct y zulb rnnt'. y.b4u s uct i zu fa Mt f etc mausmes, Inc. rn Dec F I Iw: Iz:u I zu to rage ID:JKjHKutxRFDGmK?IXiQMZnyB2Nu-XW8pcgAAcFvWV7tnxJfn3XIRQtFsBUTL04fcdQyA1 E 4-3-2 8-8-8 13-5-13 17-6-8 22-4-8 4-3-2 4-5-6 4-9-4 4-0-11 4-10-0 3x10 = 3x10 11 4x4 11 1.51 12 9-2-10 7x10 MT20HS= LOADING (psf) SPACING- 2-M CSI. - DEFL. in (loc) I/deft L/d TOLL 30.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.48 7-8 >561 360 TCDL 15.0 Lumber DOL 1.25 BC - 0.88 Vert(TL) -0.91 7-8 >296 240 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.16 6 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 31 *Except* T1: 2x4 SP M 30 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-8-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-8-1 oc bracing. WEBS T-Brace: 2x4 SYP No.3 - 3-10 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131"x3") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90%n of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 2918/0-8-0 (min. 0-2-7) 1 = 2388/0-8-0 (min.0-2-0) Max Horz 1 = -56(LC 28) Max Uplift 6' _ -1360(LC 5) 1 = -1119(LC 4) Max Grav 6 = 2918(LC 1) 1• = 2388(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5912/2733,2-17=-5828/2718, 17-18=-5810/2715, 3-18=-5772/2711, 3-19=-7919/3677, 19-20=-7874/3664, 4-20=-7836/3649, 4-5=-7647/3540, 5-6=-10268/4835 BOT CHORD 1-10=-2624/5684, 10-21=-3843/8068, BOT CHORD 1-10=-2624/5684, 10-21=-3843/8068, 21-22=-3843/8068, 22-23=-3843/8068, 9-23=-3843/8068, 9-24=-3843/8068, 8-24=-3843/8068, 8-25=-4632/9928, 7-25=-4632/9928, 6-7=-4632/9928 WEBS 2-10=-217/601, 3-10=-2463/1294, 3-8=-401/364, 4-8=-960/2232, 5-8=-2657/1360, 5-7=-491/1079 1 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. 11; Exp D; 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) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) atjoint(s) 2, 6, 6, 9, 10, 3, 8, 5, 1, 1 and 7 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 4 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1360 lb uplift at joint 6 and 1119 lb uplift at joint 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3x6 11 Dead Load Defl. = 1/2 if 3x8 = PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 115 Ib FT = O% 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 85 lb down and 75 lb up at 4-3-2, 108 lb down and 94 lb up at 5-7-7, 158 lb down and 132 lb up at 7-11-3, and 208 lb down and 171 lb up at 10-2-15, and 247 lb down and 201 lb up at 12-6-11 on top chord, and 35 lb down and 47 lb up at 4-3-2, 42 lb down and 32 lb up at 5-7-7, 58 lb down and 35 lb up at 7-11-3, 74 lb down and 33 lb up at 10-2-15, 93 lb down and 34 lb up at 12-6-11, 518 lb down and 288 lb up at 13-3-12, and 534 lb down and 272 lb up at 15-3-12, and 1041 lb down and 531 lb up at 17-3-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 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 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (pif) Vert: 1-2=-90, 2-4=-90, 4-6=-90, 1-6=-20 Concentrated Loads (lb) Vert: 10=-35(B) 8=-518(B) 7=-1041(B) 17=-39(B) 18=-89(B) 19=-139(B) 20=-184(B)21=-42(B) 22=-58(B) 23=-74(B) 24=-93(B) 25=-534(B) F"p1) "I COPY q r Wmning- Ploase thmoogblylevier the 'A-1 ROOF TIUSSISrSEIIERI, GINFRAITERMSACONDITIONS (USTOMIRr111101A(RNDWIFIGIMENT'form. Verity design po—efms and,ud notes so this Truss Design D.vring(ND) red the Mnnotl MmNnet,PE ReferenmSheel heforeme. Unless oth-i—rd,do.fli IDD,only MANUEI MARTINEZ P.E. MFlet mrmertor ploles shop be used trlthe lDD to he rolls AsoRoss Design Fngiren(e,fpedtlry Eogiaees}, the seal an anylDO rcprcsmis ar rnepton. of the prrlessionol engineering resp... Willyfor the design of Ifi-irS10o. depieed on lb, TOO only, order flit-1. the dnige asmmpfionb boding tondrNoos, ' suilohlNq end use of this Truss for troy Building is the lteprosibUAy.1[he 0enee, the Dnrcr's outhmhed agest or the Building Designer, in the tonfeetofthe HIT, the Off, the level building red, nod TPld. The opleuvol of the TOO and cry field use of the Russ, indudiag hurdling,twep, lmm0olionand bming,sho0 he the #047182 J\mp.sibufty .1 the Dm1dieg Dtsignefond(onlromAll oula%of out. The TOO and the praaitts end gfrdefines of the 1,14ing(omponenl5dery fnfotnuoist(1(SI( published by flit and Sl(Aor, eferznad For gennrf guidon..fllddefirm lhcrcspoosibibfies end duties of the truss Desigoey Truss benign Engineer end 10019 EhoFlton Cir. Russ Mnnofmtmer, oohs rtAenise defined by u fww g.ed upon inciting byollpogies involved. The Trust Design Engineer Is NOT The Ruflding Designer or Truss System Engineer for ony building All (opflolaed forms ore as defined in IPI-I, (epyrigh1©201S A -I Reot Trusses • Monuel Martinet, P.r. Reproduction of this dorument, in any form, is prohibited vrith verinen permission hem A-f Roof Trusses • Monuel Martinet, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply 63172 C01 G Jack -Closed Girder 1 1 * A064219 3 Job Reference (optional) Al ROOF I KUSStS, I -UK I PIERCE, FL 34946, destgnLaltruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Dec 11 14:12:02 2016 Page ID:JKjHKutxRFDGmK?IXiQMZnyB2Nu-?iiBgAApNY1 M7HSzVOAOckd?HZYw2cVFkP99tyA1 E 5-9-4 9-1-5 12-5-5 5-9-4 3-4-0 3-4-0 LOADING (psf) SPACING- 2-M CSL', DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.12 5-6 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.29 5-6 >504 240 BCLL 0.0 Rep Stress Incr NO WB 0,56 Horz(TL) 0.05 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SIP No.2 NOTES-,, BOT CHORD 2x4 SP No.2 WEBS 2x4 SIP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-8 oc pur ins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-2-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 5 = 1061/Mechanical 1 = 1094/0-9-4 (min. 0-1-8) Max Horz 1 = 85(LC 19) Max Uplift 5 = -511(LC 4) 1 = -510(LC 4) Max Grav 5 = 1061(LC 1) 1 = 1094(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2682/1267, 2-12=-2605/1261, 12-13=-2605/1261, 3-13=-2605/1261 BOT CHORD 1-6=-1255/2575, 6-15=-1023/1954, 15-16=-1023/1954,16-17=-1023/1954, 5-17=-1023/1954 WEBS 2-6=-84/280, 3-6=-2791706, 3-5=-1987/1077 1) Wind:{ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=S.Opsf; h=22ft; Cat. II; Exp D; 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. 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 511 Its uplift at joint 5 and 510 lb uplift at joint 1. 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) 39 lb down and 37 lb up at 5-9-4, 97 lb down and 123 lb up at 6-6-1, and 97 lb down and 123 lb up at 8-6-1, and 97 lb down and 123 lb up at 10-6-1 on top chord, and 397 lb down and 244 lb up at 5-8-6, 47 lb down and 22 lb up at 6-6-1, and 47 lb down and 22 lb up at 8-6-1, and 47 lb down and 22 lb up at 10-6-1 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: 1-2=-90, 2-4=-90, 5-7=-20 Concentrated Loads (lb) Vert: 6=-397(B) 12=-89(B) 13=-89(B) 14=-89(B) 15=-47(8)16=47017=-47(B) Dead Load Deft. = 3/1 j tl 5x6 PLATES GRIP MT20 244/190 Weight: 52 lb FT = 0% Nmaiag•Pknelhoroaghkteriaw Me'Mlg➢C(liDrir3t5Ellfg j,6CYtiRC TkpNfa(CSDItt➢NfCCUDt1FE('Et,'rfi'11CltiD'AlIDSFWCXI'M,m, Verify design paranee's end rood notes an lhiyltoss 063eC'eiogimNand the NoodMarinu,PlAeferee:e Shirts before ou. CnieyyarFerriu sYed on the tDD, o,dy MANUEL MARTINET P.E.I �Iofek ronudor pleles s±all be ardtor belG➢kbe vaCid, tsalmssDed3a tngiaen[u,:y,dahy to3'seerJ,!±e y,In. are/IDD"p—atao anephnre otthe proleyuonol ensiwiq rnpaosibift fora, dttiga ohh, single 1r ,d,pided,n the ICDanly,d,rIFI.I. The Mile..", s,lecungraad'diont, r 'tugabihipand use d Ws Tress for nay Vui!ding n iht msponyibd'ff ofio owneg!ba owners tAoried agent or lbe ould gonigoet, in the toaea of the IM the IV[, f1e laol building rode and Tm.The apptoualofthe TOgas any hafd m al the ffu% fadudtag handxrg, smmse, Instaliagoa and brodog, shC be the #047182 retpoet3fidy pt the l:7dir�gDe4gae,epd(oaM nt, llloates"I%li.fig iCo ondihe pradirosa guideliaef otthe 6aildin3(ompoaea Solery Into,mariepfB($P puyliyhad by TPland WA ore SRai!uy, D,dgoer,T:onoeF3e tnginectand I Truts Noouloduar,orJess cthen,ye deCned lryo tarmod ogreedapaa In wma3 bynC pmfies inuefaed ika Wn B,eign Fngineer u Nfil @e building oetigoer nhnu SydemPogixerforonybuil&ag. W CapimG:edtert <s are ayd,5aed ta1P4i, 10019 (horltoo (it. l Copyright©7015A•l goa(Cusses-Panuel tdq,Hnet,P.f. geprodudian ohF=s dorum,;d, iG em/larW, ispmhihitedrithyriiHa pa,mitsion from A -I goof Truney-NonaelMmlineq P.E. Oflaodo, fL 32832 Job Truss Truss Type Qty Ply * A0642194 63172 CO2 Jack -Closed 1 1 Job Reference (optional) Al PROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com j Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MITek Industries, Inc. Fri Dec 11 14:12:03 2015 Page ID:J KjHKutxRFDGmK?IXiQMZnyB2Nu-TuGZ1 VBR8s9DIR1 A3khF8yNseh? 1 fY_eUOSjiJyA1 B 4-6-7 8-1-0 11-3-7 4-6-7 3-6-8 3-2-7 Cr.rVEMM -5 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) . 0.13 5-10 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.20 5-10 >674 240 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 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) 4 = 554/Mechanical 1 = 671/0-9-4 (min. 0-1-8) Max Horz 1 = 119(LC 8) Max Uplift 4 = -252(LC 8) 1 = -281(LC 8) Max Grav 4 = 554(LC 1) 1 = 671(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except wFen shown. TOP CHORD 1-2=-879/753, 2-3=-798/776, 3-4=-577/577 B©T CHORD 1-5=-812/822 WEBS 2-5=-314/444, 3-5=-923/946 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 be 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 252 lb uplift at joint 4 and'281 lb uplift at joint 1. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/z' gypsum sheetrock be applied directly to the bottomlchord. I LOAD CASE(S) Standard) ?0x4diFLoad Dell. = 1/8 if 3 3x6 II PLATES GRIP MT20 244/190 Weight: 45 lb FT = 0% NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) + r1 r and C-C Exterior(2) zone; cantilever left and right^+ n 't exposed; end vertical left exposed;C-C for members f ` rrps i and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 r 2) Provide adequate drainage to prevent water ponding. Wmring•PEeose rfromeghlysniev lbe'A•i BoenF?13SFS(SEEEEF j, 5C5FfAtTERMSdCCkDiTiD LOSTCdSfR(YErER"jACCfiD'NtfDaFgfgf'Mrm. Verify designpmrrofen and readno«sarihisites0eiga PaaviagQDDjandihe Manuel Mardnes,PF,ReTSreF«nl!L1 OeinleaSe. Note%Gdoniit 1'G'ed Or lbl lDD, ordy MpNUEI MARTINEZ P.E. J\IAirek«aWar plef-411 be a sad fir the TO lrbeenra A, T.srDesiga Eng7—I., Specialty Engbemj,fbe seat on anyfor reprerenb an a«p«n«ofthe Profnssionol engineering tttpaasihilily lw tt:e design of'Ee ssgfehassdepideda;aheiGOanly,andttlPhi. ibe dr5gnassurpiions,EOa:M1ng «?dld0af, r suitabigtynad me ofIV$Imfar ;of Re':ding is the«tponsib"a':yofaht Owner, P_tIf—',aA'ra'd ngenr of eht 9aifdinq Designer; in the mr«ei of the HIC,If, IRC, the letol boildingrode adRbl. The appeoraf or the TDDa-d oeyw:'d one oftbe orn,, iWarieg haa6q,swap, insfaDadon and biodeq, shoo be the #047182 ' ! respeaw'6ifay of the R'4Aq.De4l.^sttred (onitamr,All notes -1ul;as;e TW and lot sratfirn acd 9Q.;iines of Me 6'ri ing(omyonem faletylnioemeNenEBCSIJ pob$hod by RloadSECAors eefelearodfar Rene«I guirfoamRI-T degae,1.1miotu01m anoiWis of 00Tow peilgne4T.Q. Vvt g4 Engineer and irass ktaafonogy urd!ssrthlre edegnxdh a(an7rMo retdu'n Enwrfirg al! nines involved The Imss Cal nFn 'zeer is Nttt the Reildin Des nerer T«ss5 stemf freer fora herg.e , ui Ca i«fv'Gd seer-sa«as deEaed In Rid, 10019 (horlton Y 9 Dx D/ P 9 9 9 9 Y n9 ne 9 R Qrlondif, Ft 32832 ' Copyright:J1D15 d•1 RoolLassos-ManueiModfnea. P.E: 4eprodarilon o±ih's do«rae,^:14 iG em hrn, is prae>ihi!ed rifhseriiL•o perminion from A -I Rool Tmstet-Mowal Martinet, P.F. i Job Truss Truss Type Qty Ply 63172 CO3 Jack -Closed Girder 1 1 f A0642195 Job Reference (optional) Al RUUI- 1 KUSSLS, I -OK I PILKGL, FL 34946, aes!gn(Naltruss.com Run: /.541.1 s Uct 1 2015 Print /.b4U s Uct / 201b Mi I eK Industries, Inc. Fn Dec 11 14:12:04 2014) Page ID:JKjHKutxRFDGmK?IXiQMZnyB2Nu-x5gyErC3vAH4MbcMdRCUh9w3T5Mm01woi2uGElyA1 E 1.5x4 II 3 1.JX4 II 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC 0.42 Vert(LL) 0.06 5-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC; 0.48 Vert(TL) -0.10 5-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.25 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 42 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-7-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 4 = 538/Mechanical 1 = 637/0-9-4 (min.0-1-8) Max Horz 1 = . 147(LC 4) Max Uplift 4 = -268(LC 4) 1 = -274(LC 4) Max Grav, 4 = 538(LC 1) 1 = 637(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1 1=-900/364,2-11=-872/371 BOT CHORD 1-13=-440/852, 5-13=-440/852, 5-14=-440/852, 4-14=-440/852 WEBS 2-4=-966/500 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf,, h=22ft; Cat. II; Exp D; 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 268 lb uplift at joint 4 and 274 lb uplift at joint 1. 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) 36 lb down and 36 lb up at 3-3-13, and 114 lb down and 125 lb up at 7-3-14 on top chord, and 14 lb down and 21 lb up at 3-3-13, and 44 lb down and 37 lb up at 7-3-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 4-6=-20 Concentrated Loads (lb) Vert: 12=-20(F) 13=-14(F) 14=-44(F) tymning•please drorar!y sxrur ipe'S-!POBnhIiSSn{'StttEr�; GEknAtifgNfB(ogDttIOXSIUiTCdt3R('4!!yri'JP:[t:DYftEO"nFmEXI'!am.Yes!ty designpnsame!asand reed noes on thisTsass Desiga CrovingQDD}and iheNae.'tl XoAioee,P.E.gefarec:eMeei hdora!sss clhmsdst s?sed on the (DD, Daly i Mink uoaerfut poles shall he usedfos the TDD lohe rated dseprsss Dtssga Fngiater{'it.; dpssrohytng'm.es},!ts sealouasrylDD reprauMs oo osrcpsomeol the prolessionulengioeeting sssponsib'dityfm!to drugs o!aes''ngleHassdep!ded ea NeTOD only, Bader iPl-r. thhee design MhNUEL MARTINEZ, P.E. �!subifity end ost.,Ifiis mass for coy Fo!ling isihe mrpousiblfofdus ono..e.Owners AAmiledegtat or she Smiting Dmigem,in!he tomes)of the IMthe !D4the IN.l holding sad. end MI. The oppwafaithe TOndusers field use of the 6L+s,ladndieg tear'sag, onioae, tnstooadae Dud Madng, staifbe the #047182 respoosdahty o!tht pnDd!og Det. 74rs^-0(orfr, :, AllnFlts sei0r!e the". end the ivoolos sad 9'6011ees of the puldiag(ompanem So* lefie-o(roni0)imb0shed by M end SKA mo teip{aa(t!for p4ts!gridno.Tpi-Ideme,9swspnouhmas and ov*o!0. irusi Deriver, Trusstts'gn begin"! and 10019(Iffirlton Or, ! imssNmutadoser.unlesstthen it dehntdhya@Haft ogre.d psn in crSrg hyoYpaslies iaeoived. the tress C*vgn fngiaeesh Nfitthepuild"ng oangn.r T si fyOtm Fngineertor ooyhu!IEng.4ll fapitaiked h{ms are asdtGa!dmip4l. ! Coprsshtn2o15A-)PoofTrusses-ManuelMention,pLi!edaiNxrittenPosm!ssionfrom A•)Roof trusses -Manuel Mmlinet,P.F. Qrloolo,FL32832 ? ! Job Truss Truss Type Qty Ply 1y A0642196 63172 CA Corner Jack 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Dec 11 14:12:04 2015 Page I D:JKjHKutxRFDGmK?IXiQMZnyB2Nu-x5gyErC3vAH4MbcMdRCUh9w9T5S_04soi2uGElyA1 E 0-11-11 2x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) 0.00 6 n/r 120 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.00 6 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SIP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc puriins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 74/Mechanical 3 = 32/Mechanical Max Horz 2 = 124(LC 1) 3 = -124(LC 1) Max Uplift 2 = -60(LC 8) 3 = -31(LC 8) Max Grav 2 = 74(LC 1) 3 = 32(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-302/140 BOT CHORD 1-3=-124/310 NOTES - I} Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. II; Exp D; 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 60 lb uplift at joint 2 and 31 lb uplift at joint 3. 7) Non Standard bearing condition. Review required. 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 PLATES GRIP MT20 244/190 Weight: 3 lb FT = 0% Wmniag- Plense Ifuu.ghiy retie. the 'A-1 ROOF TRDSSFS (IRIF11, 6FNFRAI TIRMS A (OHDITIONS NSTOMER ('BNFR? dCRNOWIFDGFMEMP form. Verify design p-aselm and read tits an Ibis Truss Design Dmwngn0D)and the Manuel Mmfiner, Pf. Refoenre Sheet before use. Delen otherwise staled an the IDD,AAly !Millit mamst.,platesshall be used Far the TOD To be solid. As A Gun Design ingineer(i.e, Spedafty Engineer), the seal an Any Too represents an ottephnrz of the prof land engineeringresponsihililyfar the design of the single truss depided an The TOD only, under TPid. the design auumpfions, boding cadir-, MANUEL MARTINEZ, P.E. ' suitability end us, .1Wi,fmssfar Any Building isthe snponslbiliryofthe Carol, The Owner%authodaedagentortheBuildingDesigner,imposesmegaSthelo(,TheW,the1­1 building ad, And EPP. The oplarml AT the Too And cry field use of the Truss, inducing handling, storage, installation andWring,*hallbethe #/047182 respansibiBryof the Budding Designer and Contiador. An notes of no in The TOO a Ad the pwdias and geidelines of the Building Campone.ISafety hdosmatian(B(SQpublished by TPl and SBCA ore ref-Audfar general gold-e. VIA delinas the responsib'dines and dA,,of the Truss Designer, TAr, Design Engineer And I0019 (horlton (ir. Trost Maeafadmer, unless otherwise defined by a(ummdAgreed upon in writing by oil potties imlaed. The Tm Design Engineer is NOT The Building Designer of Gass SysiemEngineer lot any building. All(apAdAred Terms are at defined in TPIJ, Copyright @2D15 Ad Roof Trasses-Mandel Marliner, P.I. Repmdudion of this dasummf, in Any lAem, is prohibited with written permission from A-1 Roof Iwsses- Manuel Martinet, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply 63172 CJ1A Jack -Open 3 1 It A0642197 Job Reference (optional) Al HOOF I BUSSES, FORT PIERCE, FL 34946, design@a1truss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Dec 11 14:12:04 201b Page ID:JKjHKutxRFDGmK?IXiQMZnyB2Nu-x5gyErC3vAH4MbcMdRCUh9w8?5R004soi2uGElyA1 E 1-3-12 1-3-12 2x4 c LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 6 n/r 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.00 6 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 4 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 1-3-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 101/Mechanical 3 = 42/Mechanical Max Horz 2 = 221(LC 1) 3 = -221(LC 1) Max Uplift 2 = -82(LC 8) 3 = 40(LC 8) Max Grav 2 = 101(LC 1) 3 = 42(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-532/238 BOT CHORD 1-3=-221/539 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. 11; Exp D; 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 82 lb uplift at joint.2 and 40 lb uplift at joint 3. 7) Non Standard bearing condition. Review required. 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 warning - Pro a«Its moDaly mk.the'A.1ROOF 1RUSSFSfIREIR'l6(NFRAITERMS&(ORD)TIONS(USTomER railyfirlaaNDwurcustENT'for..YnifydesignpommetersandrmdaoteroothnLessDesign0 rung (BOO) coal theMc.n,llmdnea,H.Rele«n«Sheaf before usaUnlessnth enis, e7medasthe SDD,onlyA MA UE M R 1 ZP.E. Mild..,do, plates shall be red For the TOO to be s.Od. As a Tin Design Fogineerf(e, Spesivlry Eagi.-I the real on anyyTOO«presents an aneplanse of professional relineesmg«spondhitityfor the design of the single Truss depidedoa the TOO only, Bader TPEd. the Mile%sumptic." loading ronditiaes, N L AFNE,P. mOuhiOty and use of dds Truss for any Bolding is lhempoesiblryof the O.ar,Ibe Ownersouthoited agent or the Building Dtigner,in the roroeat.1 the IR6 the 16(,the Intel building rode and TPid. The opprorolol the TOO and any field or.ofTheTruss, Fmiuding handing,dm.ge, le,146onand bearing, shall be the #047182 sort, ibiAty of the Redding Designer cadContractor, All notes set our in the TOO cad the prei«s and guidelines at the Building(emp....ISafetylnlofmatiou IBMpubbshed by IN end WA ore refememd for general goldense. TPld defines the respons,MDfies cod dunes of the Truss Designs, Truss Design Enfacci end 10019 (horltan [ir. Truss A-fisdu«r, unless other.Ese ddrudby a Contod agreed upon in.dting by ag pestles in..Ned. The Truss Oedgn Engine,, Is NOT the RoOdiog Designer or I System Eryineer for any hoildmg. AD (aphk d Isms me os defined in FEW. (opyright©IO15 A-1 Roof Trusses - Manuel Marriott, P.F. Repmdortian of this damment, in Worn is prohibited with written permission from A-1 Roof Trusses -Manuel Martinet, P.T. Orlando, FL 32832 Job Truss Truss Type Qty Ply 63172 CAB Jack -Open 1 1 A0642198 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MITek Industries, Inc. Fn Dec 11 14:12:05 2015 Page ID:JKjHKutxRFDGmK?IXiQMZnyB2Nu-PHOKSBDhgTPx_IAYA8kjDNTK4UpE7X6xxidpmCyA1 E 1-3-10 1-3-10 c6 0 n 0 2x4 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.05 ! Vert(LL) -0.00 1 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0,02 Vert(TL) -0.00 1 >999 240 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 4 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 1-3-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 1-3-10 except (jt=length) 2=Mechanical, 2=Mechanical. (lb) - Max Horz 1= 27(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1, 2 Max Grav All reactions 250 lb or less at joint(s) 1,3,2,2 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf, h=22ft; Cht. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfrPI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 37'6-0 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 100 lb uplift at joint(s) 1, 2. 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 W.'aing•Pteose tfrorocyfdyreirovIhe'k!ROOF TIUSi C1110"t GBIRAI. TINS gC0901itORSLUITCS'dP('gEr[ir}A(rh0'NtfOOEldfM1'For!n. Yetily designpaamelasandreed oats onihisllassOesign O4oringQ001 end the Xoeel oarfioet,P,f.Ae!erectt Sheet beforeese, Wless cihereiustS,ed on the Moody E51Asoaoedet oles!ooheased!o,theTOOlobemld Xtalase0es' ain'nea i.e : r� F bt«aloean Iggm rum anoae nroo! he rolassionofea ineern rcs ry g- g p y g p g M0.NUEl MARTINEZ P.E. pl gt �' ye ynyaeeQ: y p• pea p g g ponsibili la+lF:e desi„aTae sm lel+aude'Acd ca re lGC anl,cadrr lPTl. The deli neauc ^:ans,loc.9n scaditions. + s0sbililyaad me of Iles Truss for car gesdiegis the mpoesibiEy efihe Nees, 4'0-1,.lharited heel otthe 6uildiq U,igner,io]he unhel of the IX the lQ the lxol Willing rode ood lW-T. n, app ral t?the TOO cdanyfield use aIthe hen,i"dodicg hooc rg, pmage,boloOefto and bndog, sbali be the #047182 A respoedi dill fie pulday Oeugnereed(oslrtew,Ageset sel Mtn[he IDOW the praetiettlguil,limt1lhe bagding(empantasoletylale—ien JIM) published by FIT edS/U arerelereaeedfit, geoerel gublva, TPi•I d vtol;4rapoeu2rnies aoddetasof fht Trust Oevgner,T:ussOtigo Engineer and Tmaskooutoemrer,nrdtstaoenkedtrmedbpa(amragoyreedupminnhitgbyol!pmtiesinralved.T4lrvu0edgorngregisNorlheEuildingptsignenrhon5yslenregiaeeriataoybuilCag.ili(opitoruedeaseartasle5cedin1p41, 10019 (hof Iton(ir. (oppight t0lyA•1goofTrusses•IwnueiMarifoeteP.L1yodudione IM=sdu.m-0,inanyForm,itpuohibiledrif~rsiYtnpamisiionIromq•Igooftrusses-6!onuelMomoet,P.f. Orlando, Fl32832 Job- Truss Truss Type Qty Ply 63172 CJ3 Corner Jack 2 1 r A0642199 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Dec 11 14:12:05 206 Page I D:JKjHKutxRFDGmK?IXiQMZnyB2Nu-PHOKSBDhgTPx_IAYA8kjDNTJoUoH7X6xxidpmCyA1 E 2-11-11 2-11-11 3x6 11 0-10-8 2-1-3 Plate Offsets (X,Y)— j1:0-2-1,0-M), (1:0-0-11,1-1-91 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.00 8 >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/TP12007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 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) 2 = 64/Mechanical 3 = 27/Mechanical 1 = 229/0-8-0 (min. 0-1-8) Max Horz 1 = 66(LC 8) Max Uplift 2 = 49(LC 8) 3 = -9(LC 8) 1 = -81(LC 8) Max Grav 2 = 64(LC 1) 3 = 32(LC 3) 1 = 229(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf, BCDL=5.Opsf; h=22ft; Cat. II; Exp D; 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 100 lb uplift at joint(s)12, 3, 1. 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 w blaming -ple thanughlynviewThe 'AdROOF111115 rntifill6FNFPA(THIMS6(ONDITIONS(Ui101111 BUTFFIA(NNOWIMS]MINT' Was. Vnitydesire pammNenard,andcar,, athis Dan Design O—ing(SOD) and the Manuel Martin., PEPehrenreSheetbefore use.Unless olAenimstated aathe TOD,only MANUELMARTINEZ P.E. et ronnedov ploles shae uscorle IDDlo e aai.A.Tian Dmign Fugineer(i.e,Sped.by Fngineerj, the scot on any IDD represents an ineplone afthe professional enginvokil"'ponubility fmlbe design of the single Trust depidedan&ED only, under TPl-1. ibe design ossumptians, boding randilians,'suda5,Dly cod useolthis Tian rm any Building is the responsibfiy of The Diane,,The Ownersoalluahed a gent or The 110ding Designer, In The arum of Me ITT, the TB(, the lend building rode and SP1-S. The approval of The IDD and any field use oflhe Tma, imluding kaadUrg.Runge, installation and bnodng, sholl be the #047182 A!Mn reslmodbifdy of the Bmld'wgDdigaet and[onfrodor. AD rates in the TOD and prurftes and gaidelian at the Beildng(ompon"dS*ty lnfotmadonIOMpublished by TIN and SB(A are nfuenseddot general guldome.VIA defines the otponsibilun and duties of The Trust Desigm, Lots Design fagbre, and 10019 Charlton Or. Loss MeaukrNmr,aelessatAenin defieed by o (onboRogreed upon in writing by ail poiRn mralred. t he firms Design FoglneerIs NOS Ike Building Dedgnreo Tian System (ngneer far any building ltl (aplmlhed Toms me os drBned io lYl-1. Coppight©7015 A -I Raol lntset • Monael MaRiner, P.T. Pepradotfion of this donmen6 in any (arm, it prohibited rilb wriRen permission from A -I Real Trusses • Manuel Murtiner, PL Orlando, FL 32832 Job Truss Truss Type Qty Ply 1*CJ3A A0642200 63172 Corner Jack 3 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@aitruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MITek Industries, Inc. Fri Dec 11 14:12:05.2015 Page ID:JKjHKutxRFDGmK?IXiQMZnyB2Nu-PHOKSBDhgTPx_IAYA8kjDNTK2Upa7X6xxidpmCyA1 E 2-11-10 2-11-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TIC 0.05 Vert(LL) -0.00 8 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.00 8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 57/Mechanical 3 = 34/Mechanical 1 = 229/0-8-0 (min. 0-1-8) Max Horz 1 = 49(LC 8) Max Uplift 2 = -37(LC 8) 3 = -13(LC 8) 1 = -89(LC 8) Max Grav 2 = 57(LC 1) 3 = 34(LC 1) 1 = 229(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=l65mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf, h=22ft; Cat. II; Exp D; 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 100 lb uplift at joint(s) 2, 3, 1. 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 PLATES GRIP MT20 2441190 Weight: 11 Its FT = 0% Warning - These lbamoghly,e,ierlhe'AAROOFTRUSSES('SEGERI,6(RERAI]ERGS6CDNDITIONSCUSTOMERE'89011A(RNOWEFOOEMENT'Iorm.RudydesignpmomelmvadrendnotesanthisTwesDesign0-ing(1OD)andtheM.-IAm I'l.Rif a,, Street before use. Unlessorheraim rated as the TOO, only MANUELMARFINEI P.E. (�MOeR mooMor piotm shill be reed lo, the EDD to he,afid.AsaT,ossDesgn Frgi....(.e, Spesiolq 1.0...y the s,of oa any EDr,presents on eteepfavte of the prehssionol egi-ki;,mpoasibilily ran the design of the singleltms depicted a, the ED only, order WEE. the design ossumirti-,koding-Piens, ' wAabilty and ate of this fruss for troy Bolding is the,espers,birmy of the Oenm,the Oevers autherised a seat of the Budding Decigun,I. the candoil.1 the It(, the DEC, the land building sad, and TPI-I. The appetralof the TOO and any Held use of The T,ms,imadbol handling,sturege, retailers. a ad bntig, shall be the #047182 «sponsi6�Ely of rhe8ldirg O,t'ryaerand Conhaaor. AN norm snort in the TDO and the prattiam and geidelinesofthe Building[.."etat So!ety, bdmmotion(831)p lUrbed byTPI and SB(Aare Wurricedfar general gaidonte.TPI.1 Wines the mponsibiWies and dAes of At Truss Designer, Trvss Design Engineer and 10019(horlton(ir. Imes tivnukttarer, uolms otAenise deAoed by o Commit.greed upon in erEling by all Eartlm ia,oreed. The Truss Design Engineer Is NDbthe Auitdivg Oeslgner ar huu System [ngineer far nary building. AD (apd,lned Isms me as deboed in IPI-I. Copyrigh1@2015 A•1 Paal irvsses • Monoel Gorlinet, P.[. Reprodoeion of this document, in my harm, Es prohibited With written permission firm A -I Raof Lussas-Monuel Martinet, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply 63172 CJ3B Corner Jack 1 1 A0642201 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Dec 11 14:12:05 2011 Page ID:JKjHKutxRFDGmK?IXiQMZnyB2Nu-PHOKSBDhgTPx IAYA8kjDNTIlUn87X6xxidpmCyA1E 2x4 ZZ 2-11-10 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC 0.13 Vert(LL) 0.01 3-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(TL) -0.01 3-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 9 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 2-11-10 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 170/0-8-0 (min. 0-1-8) 2 = 102/Mechanical 3 = 48/Mechanical Max Horz 1 = 49(LC 8) Max Uplift 1 = -66(LC 8) 2 = -64(LC 8) 3 = -8(LC 8) Max Grav 1 = 170(LC 1) 2 = 102(LC 1) 3 = 52(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. II; Exp D; 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 100 lb uplift at joint(s),1, 2, 3. 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 Warning. Plmseibmoughlymiur1h,14ROOF IRUSS(S(i11112,1011AITIRMS&(ONOITIONS CUSTOMER rBURIA(RNOWIEOGFAINr Sum. yerdydesignporumetersandreadnehsuofhisTrussDesignOrmiig(TODlandtheYonmllAordne;PF.BefnenreSheelbehfeuse.UelessolherrisesloledonlpelDD,only MANUEIMARTINEZ P.E. A&leA ronoedor plmes sM1aO he used for the IDD to be eaTid. AtoLoss Dnigo Fng'meer(re., Speddty hgineeil the seal on anyTDD rep at, on naeptona of the protessimal eagineeriagresponsUu!i for the design of the single Truss derided no the TDo only, orderTPb1. The design assumpfions, loading eondifim, ' suitabirdy end asaof IN, Truss for any Building is therespomibliry o1[he 0.a,,,the 0+ner'samhu;ted a9,ofor the 11fl&g Uesigoer,to the -axfoftha lR(, the IBC, the lesal building rode and TPid. The approval of the TOO and any field use of the Truss,iodudmg haadfin. dmoge, lnslolbtwa and noting, bull be the #047182 rzsponsibdity of the Buiidtng Designer oadConlrari All notes %,Ioulie the TDO a ad the prad'¢sand gatdelinesofiheBuilding(omponemSafety Information(B6q published by Rl and SR(A ore Wasonredfar general guldme. TPld defines the respansibifliesand duties of the Trust Or ig-, Tmss Design Engmeu and 10019(hoF0011(ir. Trar0krulodow. aaless of -ise defined by a Caalw agreed upon in rfiling be all pules inaoleed. The Gas Design Engineer is N07 the Building Designer at Torn System Engineer for any building. AD (npaolued fetms we as defined in IPI.T. (appighl©2015 Ad Roof Trusses - Mandel Martinet, P.T. Reproduction of this desument, in any form, is prohibited with art0ea peemfsion from A-1 Roof Trusses-Monuei Martinet' P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply ♦ A0642202 63172 CJ5 Corner Jack 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc- Fri Dec 11 14:12:06 2015 Page I D:J KjHKub(RF DGmK? IXiQMZnyB2 N u-tTyifXEJ RnXoculkks Fyma?QO u43s_M4AM N NJeyA1 4-11-12 4-11-12 3x6 II 0-10-8 LOADING (psf) SPACING- 2-0-0 CSI- I DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.04 3-8 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.04 3-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 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) 2 = 152/Mechanical 3 = 60/Mechanical 1 = 329/0-8-0 (min. 0-1-8) Max Horz 1 = 111(LC 8) Max Uplift 2 = -107(LC 8) 3 = -9(LC 8) 1 = -118(LC 8) Max Grav 2 = 152(LC 1) 3 = 73(LC 3) 1 = 329(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1 }Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. II; Exp D; 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 100 lb uplift at joint(s) 3 except (jt=lb) 2=107, 1=118. 7) 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 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 0% Warning -PleoseThoroughlyreviewlha'Ad ROOF IRDSSESfIIIIIIIGfNIRAIITRMSB(DNDIiIONS[USIDaERrRDTfRiA(VXOWtFODFMENI"loan. Verily designpmametetsaadreadnotesonthisTrussDesignDuwing(1OOjandtheMe-111artiner,PLRefaemeSteelbefarea,,.Out,,, erYi'ii latedrin lO my (1py�} MifeR woad., pions shelf beused for the IDD to be 1.14A,o Truss Design Engi.eer(i..,Spedohy Engineery the reel an any TOO ,preoal, oa cmploare.1 the professional engi.eetmg respansiblliv., the design of the single Truss depided on the TOO Only,arde,TPI-1.The de,iga aswmplism, boding wooliliom, MILLYUEL MARTINEZ, P.E. wilablbty, and me.116i, truss for ooy tuilding is IlusmspoesihODy of the Owner, the User's authorized agent., the Belding Designer, I. the rental of the W, the lr(, the laml budding rode and WI -I. The approval of the TOD and any field use of the Foss, iathad'mg bandhrg,dotage, insmlldion and hosing, than be the #0471R2 ! rosponsibilityofthe goildingDesigner oad(antmeor. All notes asNmthe TOO eadtheprmaieesamlgeidelinesolih,Building0rap-1Solely lnfatmofion(II(Sl)pabbshodbyTPland FICA a,,efe ad for genmalgndome.T111.1,..theopoosibififtroaddutiesoftheTrustDesigner,TrussDe,ignEnginae,md 10019(ho(ItanCir. Fore Ranularru e,,West alb-ise defined by. Cocoma agreed upon in wrileg by.O parties i... Fred. lbe lrvu Oedgn [ugineer is RDI IAe Ruliding Oeslgxr ar Fars Sydem [ngineerlor Duy heildin¢ lD (mpimNred leans ore a, detoed in lPl-I. Copyright@ 2DIS Ad Raul Trusses -Manuel Modiner, P.r. Repeodursion of this dommeat, in any form, is prohibited with written permission from A-1 Roof Trusses - Manuel Mortiner, P.I- Orlando, FL 32832 Job Truss Truss Type Qty Ply 63172 CJ5A Corner Jack 3 1 + A0642203 Job Reference (optional)' Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Dec 11 14:12:06 201E Page ID:J KjHKutxRFDGmK?IXiQMZnyB2Nu-tTyifXEJRnXoculkksFyma? R6u4bs_M4AMNNJeyA1 4-11-13 4-11-13 LOADING(psf) SPACING 2-M CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.04 3-8 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.04 3-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 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 = 146/Mechanical 3 = 66/Mechanical 1 = 329/0-8-0 (min. 0-1-8) Max Horz 1 = 83(LC 8) Max Uplift 2 = -94(LC 8) 3 = -13(LC 8) 1 = -129(LC 8) Max Grav 2 = 146(LC 1) 3 = 73(LC 3) 1 = 329(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8s MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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(s) 2, 3 except (jt=lb)1=129. 7) 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: 17 lb FT = 0%R Weaning - PlmsethomugAlyreviewthe'AIRooBnRYS&CONDITIONS ..VeritydesignpmomefenandreadnotesanthisTrussDesigngmring(iB0(ondtheYonueIYoniner,FLReferenttSteelbeforeare.Out,,,olhenisestatedoatheToo,only MANUELMARiINEZ,P.E. /!\Poles mmedo, plates shall be used for the Too Po be solid. As a nuss oesigo Engiceer ('ie. fpcdolry Eagiomj, the mol as anyIDO represenh on nmpt¢nce of the profeuionalenginening rnpoorbiliry fmthe design of the single Tross d<pined on the IDo only, undo IPI-1. The design annmpfians, boding mndihms, wilablGry and use of this nor far any Building is themspoeslbildy.1If. 0east,th,Urns's autharh,dageol Crib, Building in If. modes ofib, 1R(,the 18C, the Torsi building rude and lPl-1. Theoppfoeal al the Too and any fielduseorthe Truss, WAR krrdfing. nomge, installation and brosingshoR he the #047182 responsibi6ly of the BmldinB Oedgaer ond(onhaRor. ARnotcf+d onl'm thelDOandthe pranitts and goidchnesv}Ihe Build'eag(omponeot5a!erylntotmofian(B(SI(puhfished FVlPf Dad SB(A ore referenndhr general gvidaom. 014 define+the responsibilities and duties of the Truss Besigna,nuss Onigo Tritium ad 10019(horllon(if. nouYaoufoRu,er, unhn oMerrisedefined by o ConflaRogreedupon iosilting by oOprunes insolnd. IAe truss Design Engineer is NOT Ibe Building Dedgner or Truss Sysleartap -for any building. Ig (npdoined Inmf me os defined in fPl•1. CapyrighT©1BiR A•1 Raaltrus+es • Yonoel Yortiner, P.P. Reprokiion of This damme it, in any farm, is prohibited with wrinen permission ham A-f Roof Trusses -Manuel Winter, P.P. Orlando, FL 32832 Job Truss Truss Type Qty Ply ~ A0642204 63172 CJ5B Corner Jack 1 1 Job Reference (optional) A1:�200F TRUSSES, FORT PIERCE, FL 34946, design@a1truss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Fn Dec 11 14:12:06 2015 Page ID:JKjHKub(RFDGmK?IXiQMZnyB2Nu-tTyifXEJRnXoculkksFyma?Pnu4os_M4AMN NJeyAi 4-11-9 2x4 4-11-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.43 VeFt(LL) 0.06 3-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.08 3-6 >783 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) Weight: 15 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 6) Provide mechanical connection (by others) of truss BOT CHORD 2x4 SIP No.2 to bearing plate capable of withstanding 100 lb uplift at BRACING- joint(s) 3 except (jt=lb) 1=118, 2=115. TOP CHORD 7) This truss design requires that a minimum of 7/16" Structural wood sheathing directly applied. structural wood sheathing be applied directly to the top BOT CHORD chord and'h" gypsum sheetrock be applied directly to Rigid ceiling directly applied. the bottom chord. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. LOAD CASES) Standard REACTIONS. (lb/size) 1 = 296/0-8-0 (min. 0-1-8) 2 = 177/Mechanical 3 = 66/Mechanical Max Horz 1 = 83(LC 8) Max Uplift 1 =-118(LC 8) 2 =-115(LC 8) 3 = -2(LC 8) Max Grav 1 = 296(LC 1) 2 = 177(LC 1) 3 = 84(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) amd C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8a MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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. Waning- Please thoroughly reviewthe 'A IROOF TRUSSES(YELI1111 OENERM. FIRMS It(ON6)DONS CUSTOMER (OUT111A(NNOWIF001111"'lot.. Verily design pommders and seal notes on this Truss Design gearing PUD)and the Manuel Umtim,P1. Rai ercnafheet helarz use. Unless otheruiie statedm�eID ,' ly M UEL MARTINEZ, P.E. s roonedarplales sM1vO be used for the lDO to 6e vo0d.As.Tu, Design Fngin-foe, Spedalry Engineery the seal an any TOO represents on plans, afthe proFessionol engineerislF laWbilly[a,the design of the single Truss depicted on The TODonly, node, TPH.h design assumpfions, boding eooditioas, suAobiDry and use of this Guss for onp0u0diagts the mcpondhiry of the Ourrtr, the Owur's aulhnrFted agemor Aim" the Ruildog Oedgnn,io the comaq o#ihe lA(, the lBf,lhe laaFboddiiry sodeandiP0l. IM1eopproeol of The lDD ondooy field me allhe Truss, wdudmg AandOng, dwage, tnstnllatiUa vnd bmciag, shog he the #047182 sespansibi(dy of the0mlviop DaigacrandCant,ador. All antes setontie the TODaad the locufoes and gaidelioesofthc Beiiding(ampnnel Safeq Inform.tion(KA published by Rl and SB(Amealwated for general guldonse. TPbl defuses thesespaasibLOes and Me, of k7russ Ocsigner, Truss Design Engiaeee and 10019 (horlton (ir. Truss Manufadmer, unkss mb—ise defined by U Connoq agreed upon in writing by all poitles involved. The Gust Design Fog'mem It N0l the Ruilding Oedgner o, Tmu Syskra legineer lar nay bu0dmg. AO (aptaliud lams ore at defined in lPl•I. (opyrighl@ 7015 A•I Roof Trusses -Manual Martiner, P.r. Repradudinn of this document, in nny far., is prohibited rith verifte r permissionfrom A-) Roof Imses- Manuel Martinet, P,E- Orlat d0, Ft. 32832 Job Truss Truss Type Qty Ply 63172 F01 FLOOR 2 1 A0642205 Job Reference (optional)' A i muur i rcuaxa, rum i riercur-, rL a4U1+% oesigntga-i(russ.com 0-3-10 1 , 1-5-0 „ 1-11-13 , 2-6-0 t�� 3x3 11 3x4 = 1.5x4 11 2 3 4 9-0-15 mun: t.owu s uc( t zu Fa rnnc t.ovu s uci t zu in mi i el( mousines, Inc. rn uec rl >4:iz:ui zul� rage ID:JKjHKufxRFDGmK?IXiQMZnyB2Nu-MgW4ttExC5ffD2K)dZmBJoYX01JGbK6EO06wr4yA1 E 2-0-0� i 1-5-15 , 11t� OIL12 Dead Load Defl. = 3/16 it 3x3 = 3x4 = 3x6 FP= 1.5x4 11 5 6 7 8 9 10 11 Io 0 3.6 FP-- 1.5x4 11 1.5x4 11 3x3 = 0-0-15,11-0-15, 12-9-14 18-0-14 1-0-0 1-0-0 1-8-15 5-3-0 LOADING (psf) SPACING- 1-4-4 CSI. DEFL. in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) -0.21 17-19 >731 480 TCDL 20.0 Lumber DOL 1.00 BC 0.81 Vert(TL) -0.39 17-19 >383 360 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) -0.03 15 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) *Except* T2: 2x4 SP M 30(flat) BOT CHORD 2x4 SP No.2(flat) *Except* B2: 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 602/0-3-2 (min.0-1-8) 11 = 400/0-3-4 .(min.0-1-8) 15 = 718/0-8-0 (min. 0-1-8) Max Grav 1 = 606(LC 3) 11 = 410(LC 7) 15 = 718(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-692/0, 2-3=-690/0, 3-4=-1790/0, 4-5=-1790/0, 5-6=-1421/0, 6-7=-566/0, 7-8=-566/0, 8-9=-836/0, 9-10=-836/0, 10-11=-513/0 BOT CHORD 19-20=0/1 333,18-19=0/1421, 17-18=0/1421, 16-17=0/1421, 15-16=0/1421, 14-15=0/566, 13-14=0/512 WEBS 6-16=0/256, 8-15=-304/16, 5-19=0/426, 4-19=-300/0, 3-19=0/505, 3-20=-746/0, 1-20=0/873, 6-15=-1085/0, 8-14=-2/436, 10-14=0/357, 10-13=-321/0, 11-13=01616 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x6 MT20 unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131 X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 14 PLATES GRIP MT20 2441190 Weight: 105 Ib FT = 0%F, 0%E ti Horning- Plans, lbomlibly wi,. the 'A.IROOF TROSS(SrSFtlIk,6ENIRALTHAISd(ONDIUONS(115MM(N('8UTE8'(A(KNOW(E)GIAFNrform. yerilydesign pommetenand r,ad outcsasthis Loss Design Oming(mO)andthe 9onue1Ma.fines,P1.tef.m.sbeelbefore are. Unlessatherrisestated anthe too, only MANUELMARTINEZ P.f MU4 aa.,der plains bull be used to, the IDD to be road.A,.her, Design Engirea(e, Spnd fry hgineerI the soot on®yTOD mpretenhanesreplan,, of the professional eogioeering respar ililyfar the design of the single Tress depicted on The Too oaly, under VIA. the design assumptions, boding randifians, sudnblfily and ore of this I'm I.,toy BuOdrag is the osponslbay.1 the Genes, the (1—'s authorized agenl or the Budding Designer, in the contest of the or, Abe IS(, the laid building rode and m4l. The approval of the mil and aryfield u,e of the Too, melcding handling, stoogo, fnsmllatianand barring, shall be the #047182 \osponsib'dity of fhe gmldiop Dasigaet and(omrrgoe AB nvlts setaut is the mO and Fhe pwnites and geidebnesofthe Buitding(ompontolsdery l�dormrrion(BQ�pohfished lyRlond s8(A oo mfeameed far general guldramVIA define, the responsibilities and duties of the Truss Design,,,Tson Design Ingham ad 10019 (hoPlton Or. Liss Aanutactu¢r,uoltu othenise defined by a (ommct agreed upon in railing by all pmthsinvolred. The buss Design 4alneoi, Not the Building Designer m furs Spline Ingineerlor any butMing. AO (opDnl"nod Isms oo at defined in 1PI.1. (apyright©201S A -I Gaol Tresses • Manuel Aaraner, P.E. Reproduction of this domment, in any form, is prohibited with written permistian from A -I goo( Trusses -Manual Marliner, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 411. A0642206 63172 F02 Floor 1 1 Job Reference (optional) Al YtUUr I KUSStS, T-UK I NltKla, r-L 34`J412t, oesignLai (russ.com 0-3-10 , , 1-5-0 „ 1-11-13 2-6-0 Kun[ e.04U S UGA a zu I rnn!. e.09u 5 VUL a -10 IVII ICA I,IUUJI„CJ, II,e.. , II— I , I-e.I .,., -- , oU� ID:JKjHKutxRFDGmK?IXiQMZnyB2Nu-gs4S4DFZzOnWrCv7sHHQr?5dAidiKnGNdgsTNWyA1 E 2-0-0 �, 1-1�1-15 i, 2-0-0 1-2-14_ , 1-1-10 , 1-7-12 01L-12 Dead Load Defl. = 3/16 it 3x3 = 3x4 ,� 3x3 11 3x4 = 1.5x4 11 3x4 = 3x6 FP= 3x3 11 3x3 = 3x3 11 1 9 a 4 5 6 7 8 9 10 11 12 3x6 FP= 1.5x4 II 1.5x4 II 3x3 = i 4 13-3-14 Op3-10 9-0-15 , 10-0-1511-0-15, 12-9-1412-11-12 15-5-6 I 16-9-12 1 18-0-14 1 19-10-2 2q-1114 0-3- 0 8-9-5 1 1-0-0 1-0-0 1-8-15 0- -14' 2-1-8 1-4-0 1-3-2 1-9-4 0-3-12 0-4-2 Plate Offsets (X Y)— [1:Edge 0-2-4] [5:0-1-8 Edgel [12:Edge 0-1-81 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.95 Vert(LL) -0.22 18-20 >702 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.86 Vert(TL) -0.42 18-20 >370 360 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) -0.03 16 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 107 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) 6) Gap between inside of top chord bearing and first BOT CHORD 2x4 SP No.2(flat) *Except` diagonal or vertical web shall not exceed 0.500in. B2: 2x4 SP M 30(flat) 7) CAUTION, Do not erect truss backwards. WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD LOAD CASE(S) Structural wood sheathing directly applied or 2-2-0 oc Standard purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 7-2-2 except at=length) 1=0-3-2, 12=0-3-4, 12=0-3-4. (lb) - Max Grav All reactions 250 lb or less at joint(s) 12, 12, 14, 13 except 1=613(LC 1), 15=427(LC 3), 16=488(LC 4) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-702/0, 2-3=-700/0, 3-4=-1844/0, 4-5=-1844)0, 5-6=-1527/0, 6-7=-600/0, 7-8=-600/0, 8-9=-600/0 BOT CHORD 20-21=0/1363, 19-20=0/1527, 18-19=0/1527, 17-18=0/1527, 16-17=0/1527, 15-16=0/383 WEBS 5-20=0/355, 4-20=-284/0, 3-20=0/531, 3-21=-770/0, 1-21=0/885, 6-16=-1160/0, 9-15=-465/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x6 MT20 unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131"tY, 'X be 3") nails. Strongbacks to attached to walls at their outer ends or restrained by other means.(`,,-., tF. :a1t1 Woring• p1rose lloringhN,tMor the'A•I ROUTIUSSISjiMI(R16S-Rit TERMS b(C5U1DDN5(USiDkfR('85YEiEiy(KNTnIEDGMEW Io,m, Verily design pmowlas and lead now no lhislim Design DmringjfODjand the XonueI Rortine4 U. RererenmSheef be3n:euse. Unless cihttnu s; e�' a ,o Fj MANUEL MARTINEZ, P.E. Miret!—dor plata song hemdra the TOD to b—lid.A.I—Duiaingioe!f.e, Spetiofty ling'aea),A: scot 000ny ION mpraenh:e ompmnsa of thep,ohssionoleagineaing rtspnnsibi6ty lw the dttiga nfd:es:ngiehessdepiaedao he iCO mly,rndttlP4I. TNa drsignossccpf:nns; lon5,ry,aadifions, ' saitohihtg sodole of tks Tmssror capB Jding is the resgonsibi.:yet!t:Ovner;xe0'maiuthoritedogent ar � fb: Bnld ag getigner, io the tnnealol the l¢Lthe lt(,M1e lacnl bu ngt�e and Wl•1. The opprtoltithe IDD ed anyii,4 we oITht Gets,imu6eg honing, stooge, insiollAn end htakil, Mbo the #047182 I : Iespws3sryotlher.7dingues'y"card(ono;:tar,All:atenne.iatleiOD andldepmetitHandguid!fesofthe¢lding(omppoemforNyLkemetienlN(Sljps$rjshedhylPlondSE(¢grettlereo!edlorgen!r;lguid:cegR1-0defieetrketespaeti:-i, eoodda'aso}rGe'nnsGeugnn,T:nssuesgnrng'meNaod 10019(horiton(iT. iruss Maaetomlrzl, unless cIh!!rha defined hp a (oorntl ogre<d opm to e>.Tng by ogpmliesinYolved. The huts Pesign Tnginea is NOT The Building O!Signer er Truss System rngiomr In, neybouidieq. All f:pimGud sacs ma as4e5nld ioTPl•¢. I Coppight�t01S A-1 iooTTrasses • Maneel MmHner; P.E Repmdadion of lF.is demmens, is a,ry tmm, jt poFihited wit5.riiten permisllno from A•I Rod Trusses-Maneel Mmlinee,P.F. Orlondo, It 32832 Job Truss Truss Type Qty Ply 63172 F03 Floor 2 1 A0642207 Job Reference (optional) M 1 r«,r-,r I RUJJCJ, r•VR I rlCRliC, rL 04UgU, uessynLa I Lruss.uArn mun. 1.1)4u s Ucb r zu I O rune: 1.04u s i.pc( a zu-ID Mt I ex inousmes, Inc. rn uec rl 14:1z:uls zu1Z rage ID:JKjHKub(RFDGmK?IXiQMZnyB2Nu-gs4S4DFZzOnWrCv7sHHQr?5hKigGKnwNdgsTNWyA1 E 0-3-10 r r 1-5-0 1-11-15 1 2-6-0 1 2-0-0 1-4-6 1-" 3x4 3x3 11 3x4 = 1 2 3 Dead Load Defl. = 3/16 it 1.5x4 11 3x4 = 1.5x4 11 3x4 = 3x3 11 4 5 6 7 8 01 r.. IPPP"" b P = I P. im im I 0iL�Inh 14 13 3x6 = 12 3x6 = 11 10 1.5x4 it 3x4 = LOADING(psf) SPACING- 1-4-0 CS1. DEFL. in (loc) I/defl Ud TCLL 40.0 Plate Grip DOL 1.00 TIC0.69 Vert(LL) -0.21 11-12 >793 480 TCDL 20.0 Lumber DOL 1.00 BC 0.70 Vert(TL) -0.39 11-12 >424 360 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) -0.03 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP M 30(flat) *Except* T1: 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9 = 597/Mechanical 1 = 597/0-3-2 (min.0-1-8) Max Grav 9 = 597(LC 1) 1 = 597(LC 1) 7) CAUTION, Do not erect truss backwards. LOAD CASES) Standard 9 3x6 = PLATES GRIP MT20 244/190 Weight: 73 lb FT = 0%F, O%E FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-682/0, 2-3=-680/0, 3-4=-1766/0, 4-5=-1766/0, 5-6=-1389/0, 6-7=-1389/0 BOT CHORD 12-13=0/1316, 11-12=0/1389, 10-11=011389, 9-10=0/678 WEBS 6-10=-431/0, 5-12=0/474, 4-12=-305/0, 3-12=0/498, 3-13=-737/0, 1-13=0/860, 7-10=0/931, 7-9=-872/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 1Vmoing-%rote tharoagbty tarisr tbe'A•I BDCniDSS6('SfINi i fCSTRAIifAM18 CCkDni085(US7CSSf8('Bl"t!8'JICUC'atFDBSUSXI' dorm. Verily design paramarot and,eadmes ao IMITlass Design C,.iogQDB)atd Ibexaseel Nutint , FLI eftemre Shed Sadist ure. Unlex alhntiu sf: ed onlM1e IDD, ncly MANUEL MARTINEZ, P.E. plades sltll heated W the IDDta btrohd. Asalnitottiea fngiarrr rie., SpedobyBngaeuM1 the udocanylDO repreurds ao o¢eptanre ollbe pwlessionolmginersingrssponsibiGlySoa the dtsiga of the smgklaau depicted ast eTC6 enly,.adaTP4l. iha design attu¢ysfions,loa5ng taa&fiaac /Mimstonedor ailobif7andose all6isTauI—ayStilingis ldesespaosibi_r4teOaet,de DnePtouthatind gealw ibr Bw1diag Wigan, So the ranter of the lBC1h.3(, the Taal bolSugrode mdlp:i. The app-lol the TDDrd mylitil used the Tios,iadah; haadag, Jmagr, iast.Ufkaand bratin, shabe the #D47182 respwalaGlyeilSeBu7�rggec�uete Anaaletset Wia the MD Cad the putimta"dguidefaeta(tbeSuiidng(ompaaealSahryirdarsson(8(SQpublishad 4ITT ndSB(AOretdnvmil(rgeperJguidmt,riN-1Manthl'espa.00asand detim.1I tussDerigneJoson!.,giattrond TDD19(horliDn[ir.g. TruitNanadotlmeyunims dhenistdefinedpy a (rnaaA ogreed rasa is s,irieg 6yoPpa,Nes inroired. T4 fait Cetiga rngiaeet is NOT the Building Designer or Twit System rngiam roe aq buildinMI (apiPoi'red rotes ma as de5nldiglPbi, (oppight@ 2D15 A•1 Poolbusses-11nn 011aiNaer, PL Peprodddion a INS doameet, in ony far., is pahihiled wit6.ritte.;pmmissian pram A•I Qool Lusses-Manuel Madinat, P.E. - Orlando, FL 37832 Job Truss Truss Type Qty Ply A0642208 �63172 F04 Floor 1 1 � Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 0-3-10 fi 1-5-0 2-0-3 2-6-0 � Run: 7.640 s Oct 7 20i5 Print: 7.640 s Oct r 20i5 MI T ex Industries, Inc. rn Dec I I 14: I/M LV 10 rage ID:JKjHKutxRFDGmK?IXiQMZnyB2Nu-gs4S4DFZzOnWrCv7sHHQr?5igig WKhFNdgsTN WyA1 E , 2-0-0 , 4x6 11 3x6 FP= r , 2-6-15 Dead Load Defl. = 1/8 it 6- 17 16 15 14 13 12 11 10 3x6 = 3x6 FP= 3x6 = 1.5x4 11 1.5x4 11 4x10 = 3x3 !! i.IV131F LOADING (psf) TCLL 40.0 TCDL 20.0 BCLL 0.0 BCDL 5.0 SPACING- 1-4-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2014[TP12007 CST. TC 0.60 BC 0.68 WB 0.81 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.15 13-14 >999 480 Vert(TL) -0.27 13-14 >710 360 Horz(TL) 0.01 10 n/a n/a LUMBER - TOP CHORD 2x4 SP No.2(flat) *Except* 6) Recommend 2x6 strongbacks, on edge, spaced at T2: 2x4 SP M 30(flat) 10-0-0 oc and fastened to each truss with 3-10d BOT CHORD 2x4 SP No.2(flat) *Except* (0.131" X 3") nails. Strongbacks to be attached to B2: 2x4 SP M 30(flat) walls at their outer ends or restrained by other means. WEBS 2x4 SP No.3(flat) *Except* 7) Gap between inside of top chord bearing and first W7: 2x4 SP No.2(flat) diagonal or vertical web shall not exceed 0.5001n. BRACING- 8) CAUTION, Do not erect truss backwards. TOP CHORD 9) Hanger(s) or other connection device(s) shall be Structural wood sheathing directly applied or 6-0-0 oc provided sufficient to support concentrated load(s) 712 purlins, except end verticals. lb down at 14-4-2 on top chord. The design/selection BOT CHORD of such connection device(s) is the responsibility of Rigid ceiling directly applied or 10-0-0 oc bracing. others. REACTIONS. (lb/size) 10) In the LOAD CASE(S) section, loads applied to the 10 = 1289/Mechanical face of the truss are noted as front (F) or back (B). 1 = 797/0-3-2 (min.0-1-8) Max Grav LOAD CASE(S) 10 = 1289(LC 1) Standard 1 = 797(LC 1) 1) Dead + Floor Live (balanced): Lumber FORCES. (lb) Increase=1.00, Plate Increase=1.00 Max. Comp./Max. Ten. - All forces 250 (lb) or less except Uniform Loads ( Vert: 10-17=-7, 1-9-9=-80 when shown. Concentrated Loads (Ib) TOP CHORD Vert: 18= 676(F) 9-10=-1278/0, 1-2=-924/0, 2-3=-92210, 3-4=-2725/0, 4-5=-2725/0, 5-6=-3065/0, 6-7=-2640/0, 7-8=-2640/0, 8-18=-2640/0, 9-18=-2640/0 BOT CHORD 15-16=0/1908, 14-15=0/1908, 13-14=0/3062, 12-13=013062, 11-12=0/3062 WEBS 5.14=-640/0, 3-14=0/903, 3-16=-1141/0, 1-16=0/1166, 6-11=-499/0, 8-11=-930/0, 9-11=0/2857 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. ra 4) Refer to girder(s) for truss to truss connections. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �d 16-8-4 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 93 lb FT = 0%F, 0%E lYoming•PleasethomngSly mrtw ibn'd•I BOCnFDAFS(1F..H......D'NIUSEfdEhTVetilpdesignpmomeie...... dnoleson iF.ieLas.Oesigo Cenming{@Dlc.^.dlbe noeu!I karNna!,pE geferene5heef belmeua. Unlese cf6erriu rued on the FOD,aty AUEL MARTINET P.E. �04 rotadvt Plnrashall btamd for Me I'M It 6evalid.As. Truss Dtsigo Eaem.Ife, spetiohy bf;r }rhe staff ovony IDD aprestuts—atphnmottheprolessional eagineuingespomibibtyfwfl dniga anhe siegf,Luss dtpidedoa theMenfy,vad"M-1.ThtdesignvssucPlSvns,loudrtg rwdi6ons. M N s suihtsItyaod use-.! this Truss fofeay ge:!ding is the resionsfbiGtyekta Drnet,rhe o—s.Amirtd nell yr r6e duildhag Dedquv;inlha wrlm of the K, Iht 1K, tht lotnl bvilding Rude rid 170. ne apP:aralafda DDuvd any Wd usetf the Ints,!ndudsg handling, stvmge, hfabfin and Grating, shn belhe #041102 i rmP.OtDDyeithoVdinggeeptTold(Clitets,Alinptesselr.LaMefDDa4Ihea..0%edguidtfietsvfThtWing(ompane0WerftdolmvfivnOISQpvrOtdbyTPlaedSg(ApreMtlenredforgenete:'gaidvxe,IPbfdtSnttr'ernpucuhraiesandd�sotlaeiruseDerigaeyitmsae}ignrngiM<rand 10019ChodtonCir. imstYonu(ndmet,uekst nthlnite defiaedpq a (unman eyreed op n is nietg6yoA pmfin wrohed i4Lms Design Fvgieta is ROT @e Building Dtslgner at Tmss Sydem fegineedw myhildag. All (apitoYced tent ae asdt5e!d WR41. (vpyright(v' 101g A�l tool Castes •A!pauel tdmtine[; P.F. geprvdudion of Iks dowmeal, U eny fmm, it pro6ihiledvlth>rri$r patmiaivv from A�I poof trusses-lvnuel Madinat,P.E. Orlando, Fl 32832 Job Truss Truss Type Qty Ply 63172 F05 Floor 5 1 A0642209 Job Reference (optional) m i muur i mucraca, rum i rimmur-, rL J4`J4a, oesign%aa t Truss.com 0-3-10 i ! 1-5-0� , 2-0-3 2-6-0 nun: e.o4u s Litt i zuio rnnr. V.o4u s uci i zu-it) MueK inausmes, inc. rn uec 11 14:Iz:UU ;m It) rage ID:JKjHKub(RFDGmK?IXiQMZnyB2Nu-12drlZGCkivNTMUJP of0Ddr_6_M39hXsKblvzyAlE , 2-0-0 2-6-15 Dead Load Defl. = 3/16 it 3x4 = 5x6 = 3x3 11 3x4 = 1.5x4 11 3x4 = 3x6 FP= 1.5x4 11 3x8 = ' 1 2 3 T7I4 $ 6 7 6 T1 9 17 16 15 i14 13 12 3x6 = 3x6 FP= 3x6 = 1.5x4 11 1.5x4 11 LOADING (psf) SPACING- 1-4-9 CS1. DEFL. in (loc) I/defl L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.76 Vert(LL) -0.24 13-14 >829 480 TCDL 20.0 Lumber DOL 1.00 BC 0.77 Vert(TL) -0.43 13-14 >452 360 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) -0.03 10 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP N0.2(flat) BOT CHORD 2x4 SP No.2(flat) *Except* 132: 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-94 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10 = 729/Mechanical 1 = 729/0-3-2 (min.0-1-8) Max Grav 10 = 729(LC 1) 1 = 729(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 9-10=-712/0, 1-2=-841/0, 2-3=-839/0, 3-4=-2371 /0, 4-5=-2371 /0, 5-6=-2331 /0, 6-7=-1405/0, 7-8=-1405/0, 8-9=-1405/0 BOT CHORD 15-16=0/1 696, 14-15=0/1 696, 13-14=0/2331, 12-13=0/2331, 11-12=0/2331 WEBS 5-14=-270/225, 4-14=-282/0, 3-14=01746, 3-16=-991/0, 1-16=0/1062, 6-11 =-1 059/0, 8-11=-253/0, 9-11=0/1533 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap;between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 11 10 3x8 = 3x3 € 16-8-4 PLATES GRIP MT20 244/190 Weight: 85 lb FT = 0%F, 0%E 4 S4maing•Pleose rfromcgbiy uuew lhe'A•i PDCr7kgiSfSrSEFIEP"yDf.Rf9tt aeNSE(CSDIaO9s(NiCNdFreUTEi`IAaN,TNTFDnEafXg'farm. Verify design p.amelns red mod notes a lkisTim Design bowig(tDA)e.^.d lh0ae el Badiner,Pi,Beleren;e Shtet Writ use. Unless afhavise stored on the TOO, only, A P.E.tdlrekraaoereil plaits shall be used lot the too lobe selid. As egress Dtsij Tngmex fie, sprichy Tngamphe wd nanny 100 teprestats an ocreptonfe of the professional eagineaingmspansibihty for the designoT4.e smglelmfsdtpided ea ru TOO aoly,;oder7P14. Thedesigomsuu pran;loevng mndifiont, M NUEL MARTINEZ, /!\suitahihtfead eseaflks Tim for my 906i!g is ifsstspo.tbittyof Ike OV.n'.!"eDnev"enoWeed heel or!be 94ildag 0nigne!; to the witelonhe lt(.thel9C,the 1-1boildinq rods onj 1M. no oppemaleftbe Mood my geld used the Tim, ierledmg haod'sag,tt.ogt, tosideim and kating, tbeg he the #047182 sespo•.i Tiry of the r_ldaq 6eti;nee r-d torlrG:r, d110ists ueppin lbeTDDund lht ira�msa gnidthnts of tpe 9uildiag(omp;aeef Solely hdormptionl9(SI)pukrisbedbylPl nod Raaresdutemdtorgwera guid.:cq M4 d!,.nt`t retpoeuiffiP.ef and d m,offt7ms Designer, Twi Design Fngineetend 10019(horlton(ir. Truss Yanuforhmr, unless elkearise defined by a(nwan agreed apx to wr do; 6yeD panin inralred i!e Tross Dedgo Fngiaeer is Not the euilding Designer. Trost system fogineerfor ag lneifd;ng. AO Cnpisarcedseers erc as W-0 foV1,L Copyright©JDIp A•1 Phof busses •Id®uel fAosfinet; P,E; Peprodmlien otlks dummtnt, is enylasa, is prohibited with wriitte permission from A-1 Rpol Trusses-6!onuel aatlinet, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0642210 ,63172 � F06 FLOOR 13 1 Job Reference (optional) Al KUUt- I KUSStb, rVK I t-ltKL r-, r-L J4U40, ae51911�(,Vd ruu55.Ws 0-3-10 1-5-0 2-04 2-6-0 • 6x6 = 3x3 11 3x6 = 1.5x4 11 1 n-1n 9-1-6 LOADING (psf) SPACING- 1-9-5 TCLL 40.0 Plate Grip DOL 1.00 TCDL 20.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP M 30(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 1 = 1161/0-3-0 (min.0-1-8) 13 = 1161/0-3-0 (min.0-1-8) Max Grav 1 = 1161(LC 1) 13 = 1161(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1608/0, 3-4=-1614/0, 4-5=-4263/0, 5-6=-4263/0, 6-7=4820/0, 7-8=-4237/0, 8-9=4237/0, 9-10=-4237/0, 10-1 1=-1621/0,11-12=-1614/0 BOT CHORD 20-21=0/3023, 19-20=0/4820, 18-19=0/4820, 17-18=0/4820, 16-17=0/4820, 15-16=0/2982 WEBS 6-20=-940/0, 5-20=-339/0, 4-20=0/1370, 4-21 =-1 629/0, 3-21 =-398/0, 2-21=0/2042, 7-16=-961/0, 9-16=-338/0, 10-16=0/1387, 10-15=-1589/0, 11-15=-399/0, 12-15=0/2051 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plate(s) at joint(s) 19 checked for a plus or minus 5 degree rotation about its center. 4) Plate(s) atjoint(s) 8, 3, 11, 18, 6, 17, 7, 5, 20, 4, 21, 2, 9, 16, 10, 15 and 12 checked for a plus or minus 0 degree rotation about its center. ,us r.e.- vID:JKjHKutxRFDGmK?IXiQMZnyB2Nu-12drlZGCkivNTMUJP_ofODdvs6yx35rXsKblvzyA1E 2-0-0 1-11-4 „ 1-5-0 ,OIL12 Dead Load Defl. = 5/16 it 3x4 = 3x4 = 3x6 FP= 1.5x4 11 3x6 = 3x3 11 6x6 - 22 21 20 19 18 17 16 15 14 4x8 = 3x12 MT20HS FP-- 1.5x4 11 3x8 = 4x8 = 3x8 = 1.5x4 II 11-1-6 1-0-0 CST. DEFL. in (loc) I/deft Ud TC 0.51 Vert(LL) -0.3217-18 >748 480 BC 0.93 Vert(TL) -0.6317-18 >385 360 WB 0.98 Horz(TL) -0.09 13 n/a n/a (Matrix) 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Recomrriend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 37) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 4 PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 102 lb FT = 0%F, 0%E Horning -Please lhmoughly nvier tAe'A=1 RDOF 1➢16", SV.'I,6FN(gA(TFiGf A(DNDItlOXS (FitOAl rB=11i"11 MED6S61ENT"Iorm. verily deign porometeu and nod note ootfiis Lost De sign Om ring lTOD)and the NonueSYmfioer, Pt. �e senrc iA��•etph lee u{�d{Ilnless oche S'i-faled'a tha1��0, Q�� ,r GEL MARTINEZ P.E.erRP;r..d;suilubifity and use of this Tmss for any Building is the responsibirdy of the Orner,thegrneri authorized agent or the Building Designer, in lhermel of the W,the K, the lord building rode and TPld. The approval ofthe TDD and nay field use of the Truss, hidaA bFa�hLng�RRr2'�d�#�4]I82responsibifity of the Building Designer aadConmast., All notes sorout in The 00 and the promises and guidelines of the BuildingComponentSafety lidotmation(h(SQrybDsbed by Rl and SB(A ore wheinnd for quarrel guldonse.7P1•S define, the rspansibidities and duties of the Truss Designu,Luss Dosigningaw andThe Truss Design Foglneee Is NOT the Building Designer or Tms System togineer far any building. All (ante hzed tars are as defined is TPI•L 11819 tIIDFI10q EIr. ropyright©1D15 A-1 Rool Trusses• ldnnael Naminaa, P.T. Reproduction of this dii-iii, in any form, is prohibited with write. permission Lom A -I RoolTrutses-Manuel Alominar, P.F. Orinod0, FL 32832 Job Truss Truss Type Qty Ply 63172 F07 Floor 1 1 A0642211 Job Reference (optional) h I INUUr I MUOOCa, rUR.1 rICRI.C, rG �4a4o, oeSTynf&Va I ArU55.WfT1 0-6-14 1-9-14 2-6-0 4x4 1 2 11 Run: I.O'eu H UG( y GU Io rF]nl: 1.04U 5 Uct i zul0 mi I eK Inausrne5, Inc. rn uec i i 14:iz:lu zuifl rage ID:JKjHKub(RFDGmK?IXiQMZnyB2Nu-mFBDVvHgV01 E5W3WziJuwQA_rVJeobTg5_LaSPyA1 B i 2-0-0 T it 3x6 = 1.5x4 11 3x4 = 3x4 = 3 4 5 6 20 19 18 17 16 15 4x6 = 3x6 = 3x6 FP= 1.5x4 11 1.5x4 11 14 2-6.4 7-9-4 1 8-9-4 , 9-9-4 , LOADING(psf) SPACING- 1-4-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 20.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014frP12007 LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) *Except* 62: 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 796/0-6-0 (min.0-1-8) 11 = 800/0-3-4 (min. 0-1-8) Max Grav 1 = 796(LC 1) 11 = 800(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1474/0, 3-4=-2453/0, 4-5=-2453/0, 5-6=-3029/0, 6-7=-2725/0, 7-8=-2725/0, 8-9=-2725/0, 9-10=-923/0, 10-11=-925/0 BOT CHORD 18-19=0/1480, 17-18=013029, 16-17=0/3029, 15-16=0/3029, 14-15=0/3029, 13-14=0/1 871 WEBS 5-18=-798/0, 3-18=0/1071, 3-19=-869/0, 6-14=-574/0, 8-14=-253/0, 9-14=0/943, 9-13=-1114/0, 11-13=011167, 2-19=0/1732 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plate(s) at joint(s) 17 checked for a plus or minus 5 degree rotation about its center. 3) Plate(s) atjoint(s) 7, 3, 10, 11, 16, 5, 15, 6, 4, 18, 19, 8, 14, 9, 13 and 2 checked for a plus or minus 0 degree rotation about its center. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 1-10-13� 1-5-0 OIL12 Dead Load Defl. = 3/16 ii 1.5x4 II 3x6 FP— 3x4 = 3x3 11 5x6 = 7 A 9 1n 11 ` 14 3x6 = 1 13 3x6 = 12 I �- ov CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TC 0.88 Vert(LL) -0.2214-15 >989 480 MT20 244/190 BC 0.83 Vert(TL) -0.4314-15 >518 360 WB 0.82 Horz(TL) -0.07 11 n/a n/a (Matrix) Weight: 95 lb FT = 0%F, 0%E 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 1 oc and fastened to each truss with 3-10d (0.131 X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 6) Gap,between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard L Warnbry- Plemetharoughly w.'ie 1WA-11001IPgSUS(Iffi j,GIMTINS&(011011111101 TONEg rgUTEgIAfyNOWIFDO(51ENP Porm. verily d.0gapanund ,nRdreod rates ..this tears Design D—ing(MD) and IN kunuel norrine; pE BeferenmSheel belore use. Onless otherrim slated on lhelOg,only MANUEL MARiINEZ P.i �MileA mwedor pities sh.116e used for tM1e lDD fo be.oOd. Asolmss Oedgn fnginem(ie, Spedohy(aginee4 the seolononyNDfepresentsonasnpt.nw of the professional engineming responsibility far the designd the singleTruss&0,1,d on the Too only, wider TPrl. The dmige otwmp8ons, boding [ondilio.r, ' wdobifdy oaduse.l t6b ilusslor anyg 7di.g is lAe responsiBTiry of lha 0.ne6lhe O.neri.uthoered.gent or lM1e Building Designer, in lFe tontegol MalR6 the IB(,Ihe W[olbu0di.gwd..nd Rl•I.Thaarp.... #047182 rtspansihiDty of the 8u0diag Designer a.d(ootrodor. All notes set..Ifo the TDO and the praniscs and goldems althe 80ding (ompon 1So'ely laf.R. i.n 18GQpublished hyTPI and SB(A ore r matedforgmeralguWonw.V1.ldelinesth.respansib'fiifies and duller of The least Designer, Truss Design(ngneer and 10019 (horlton (ir. L.xilanuf dawr, u.ien.therm. defined by. (omrodoF'.A upon in niting by o0 Posner brwlead. The I— Design (ogin-is 1101 Me Bating Ddgner.i Two Syrian; faiaeer l.r any baildmg. An (aplialhed form an, as defined in M-1. (opyrigM©1015 A•1 goof Twssu- Manuel Marffner, P.T. gepwd.rtien a1 this domment, in any form, is prohibited .0h.,Won permission horn A•1 goof Times -Manuel Martinet, P.L Orlando, FL 32832 Job Truss Truss Type Qty Ply � A0642212 63172 F08 Floor 1 1 Job Reference (optional) Al RUUr-IKUJStJ,I-UKI VItKLt:, r-L.141140, aeslgniad rAruss.WiI I mu-1— a"I r��r., �r�r rt.•r..,�.,�..... �..,.. ,.�,,..�........... ...�, .., ...,., .. .- _L... ._y_ ID:JKjHKutxRFDGmK?IXiQMZnyB2Nu-mFB DVvHgV01 E5W3 WziJuwQA?IVLCoclg5_LaSPyA1 B 0-6-14 2 1 13 „ 2-6-0 „ 2 0 4x4 -Z�7 30 11 3x4 = 30 = d t 4 5 1-10-12 „ 1-5-0 0Fg42 Dead Load Defl. = 3/16 it 3x4 = 1.5x4 11 3x6 FP= 30 11 6x6 = 6 7 8 9 10 17 16 15 14 13 12 11 3x8 = 1.5x4 11 1.5x4 11 3x6 = 3x6 = 0 1-0-0 LOADING (psf) TCLL 40.0 TCDL 20.0 BCLL 0.0 BCDL 5.0 SPACING- 1-4-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2014frP12007 CSI. TC 0.78 BC 0.73 WB 0.74 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) LOAD CASE(S) BRACING- Standard TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 696/0-6-0 (min.0-1-8) 10 = 700/0-3-4 (min.0-1-8) Max Grav 1 = 696(LC 1) 10 = 700(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1383/0, 3-4=-1385/0, 4-5=-2226/0, 5-6=-2251/0, 6-7=-2251/0, 7-8=-2251/0, 8-9=-802/0, 9-10=-804/0 BOT CHORD 15-16=0/2226, 14-15=0/2226, 13-14=0/2226, 12-13=0/1 587 WEBS 4-16=-969/0, 3-16=-341/0, 2-16=0/1560, 513=-268/204, 6-13=-274/0, 8-13=0/734, 8-12=-922/0, 10-12=0/1 014 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" DEFL. in (loc) I/deft Ud Vert(LL)-0.2313-14 >851 480 Vert(TL)-0.4313-14 >454 360 Horz(TL) -0.04 10 n/a n/a 16-5-11 PLATES GRIP MT20 244/190 Weight: 84 lb FT = 0%F, 0%E X 3") nails. Strongbacks to be attached to walls at their o outer ends or restrained by other means. ; �f, 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. q�A Warning -Plemethmoaghlyrevierthe 'AIHOT TRUSSESr5HIER'hGENERA(TERMSR(ONDITIONS CUSTOMER rBUTFrjA(RNOWIFOGEMENT'farm. Reidy design pmentel .a MAN LMARTINEI P.E. Miley ronaenm plates shall De oscd for lhelDO to berorid. boLmsDesignfngineer(i.e, Speiiolry Engineer), the seal on any100 usial-alsonaaeplona atthe pmlessional engineering rapomibilityfar the design fib, single irons d,od,doa the TOD only, under SPl-1. The design wsamplions, loading mr0aas, ' ///,��\\ sailahllity and eSo of this➢es$lorbay Building is the respansibirdy of The Darer, the Owneii oulhorised a Sans or the Building Designer, to she ranted ofib,18(, the Or, the basal building rode dod UP. The approval of the TOD and any field use of the Trots, including loadling, switgo, InAollalfon and Irving, shall he The #047182 / !\respomibibryoltheBuilding0etigauaadComrostor.AllnvssgavinlheNDandthepwnittsandgeidelioeoftheBuUding(omper.1oaiffidmmafte(R(P)publishedbyTPlond58(Aarerelerenadforgeneralguldmuer.IPt•IdebnesthesesponsibiDlieranddutiesoftheTrussDesigner,TrussDevgnFogreetand 10019(hdrltdnCir. Tue. Vernieclmer, anlen oMervise defined by a Caawad agreed upon in rrifing Iyall portles involved. iAe truss Design Fnglneerh Xol lba euibding Designer or Lms System [ngineer Im any building. t0 CopNorrted leims me as defined in 1PI-I. Copyright©2015 A.1 Raof Trusses -Mandel Mmlinev, P.T. Repmdo(tion of this daroment, in any form, is prohibited with written permission from A-1 Real Trusses -Manuel Martinez, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply 63172 F09 Floor 1 1 --,. A0642213 Job Reference (optional) Al KUUr I KUJStJ, 1-UK I 1 ItKGt, F'L 34U4b, aeslgnLanruss.com Kum /.b4U S uci / GU10 NnnC /.b4U s UC[ / 2U'I b MI I eK Inaustnes, Inc. rn uec 11 14:12:90 2U1,b Page ID:JKjHKutxRFDGmK?IXiQMZnyB2Nu-mFBDVvHgV01 E5W3WziJuwQA?KVIaoe2g5_LaSPyA1 B 0-6-14 r 1-5-0 r 2-2-0 2-6-0 r t 2-6-0 1 t 2-0-0 ' 0�� 042 Dead Load Dell. = 3/16 it 3x4 3x3 11 3x4 = 1.5x4 11 3x4 = 1.5x4 11 4x6 = 3x4 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 3x6 = 3x6 = 1.5x4 II 4x4 = 3x4 = LOADING(psf) SPACING- 1-4-0 CS1. DEFL. in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) -0.22 13-14 >768 480 TCDL 20.0 Lumber DOL 1.00 BC 0.90 Vert(TL) -0.41 13-14 >402 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) -0.02 9 n/a n/a BCDL 5.0 Code FBC2014frP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) *Except* T2: 2x4 SP M 30(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 597/0-6-0 (min.0-1-8) 9 = 600/0-34 (min.0-1-8) Max Grav 1 = 597(LC 1) 9 = 600(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-910/0, 3-4=-918/0, 4-5=-1812/0, 5-6=-1812/0, 6-7=-1284/0, 7-8=-1284/0, 8-9=-616/0 BOT CHORD 14-15=0/1484, 13-14=0/1284, 12-13=0/1284, 11-12=01611 WEBS 7-12=-633/0, 6-14=0/612, 5-14=-306/0, 4-14=0/363, 4-15=-644/0, 3-15=-383/0, 2-15=0/1161, 8-11=-697/0, 8-12=0/1250, 9-11=0/773 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard 0 PLATES GRIP MT20 2441190 Weight: 73 lb FT = 0%F, 0%E x Wowing-noosethoroughlyrcvinlhe'A IROOnROSSESrfalER1,6EXFAAITEPYSACONDIPONSfUSTDYFP('BOYERIACRNDWIEODEYENT"farm.YnifydnignpammelersandreadnoteronlhishusrDesign0rowingJTDDJondlheYonuelYomne;pEgeferenttSheetbehmuse.UnleseolherrisnnakdoeMeIDD,only MANUELMARTINEI P.E. Mireb moneno, plotnrhollbe aced for the TOD to be valid. Aso Truss Design rngiveer(i.e, Speuolry Enginar},theseal on any TOO rcpresenhonazmplonm of the prAsimnalmgimaling rvtptnibililyf., thederign ollhe single Truss droned orrlh, TOO only,oudm TPbl. The derigeaswmpNans; boding mnditiots, ' /'^,`\ suhal,"and useofthis nor, for toy Puild-ogI,the iefpooubiliyofthe Omar, no9w 6authorized gmforthe Building Designer,Inthe .text 0the A,The IBC,the lom1buildingrad, adTPI.I.The approval ofthe TOO aadany field un IneTms,,ind�nghoadgng,slomge,frAlldionand bmring,shollbethe #047182 / !\respent0biftyoftheBuildingDesignerand(��hanor.AllnotessdnoinTheTDOoadThepranivesandgeidehnesoftheBoithingComponeilSafetylnlwalion(161)lrbriAtilbyITIandSB(Aaresefereneedfargeneralgvldonm.TPl•IdelinesthezesponsibiRtimanddaratoftheTrunDesigner,Ira,,DolinEntivawad 10019Ehorlton(ir. hms Yoouladnmr,aolnt otbenue definedhy o (onhon ogrced upon is rritmg by all pordn mmlred. The lrus, Design raft-, is NOT ne Bdtding Oengneror Oms System (agiarer lo, aty baildmg. in (apNohnd terms are as drlinrd ie lPl-I. Copyrigh1©201SA-11oalTro•MonvelMartinez,P.1.Repradonionofthisdomment,inanyInm,isprohibitedrichwrittenpermissionhemA-1goof1,usses•ManuelMartinez,P.r. Orlando, FL32837 j63172 ` F10 Floor Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 0-6-14 1 5 0 2-4-7 3x4 �� 3x6 = 1.5x4 11 1 2 3 4 1 1 1 7.640 s Oct 7 2015 Print: 7.640 s 3x4 = 5 2-0-0 A0642214 11 14:12:11 2015 Page ej8gvi9X7RpJ�e438_ryAt E l--r Dead Load Defl. = 118 it 3x4 8 9 0 o v 16 15 14 13 12 11 10 3x4 = 3x6 1.5x4 11 3x4 11 3x4 = 0-6-14 1-11-14 7-2-12 8-2-12 9-2-12 10-1-10 11-6-10 11-10 7 0-6-14 1-5-0 5-2-15 1-0-0 1-0-0 0-10-14 1-5-0 3-1 Plate Offsets (X Y)-- [2:Edge 0-2-4] f5:0-1-8 Edge] [8:Edge 0-2-4] [11;0-1-8 Edgel 115:0-1-8 Edgel LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) -0.15 13-14 >961 480 MT20 2441190 TCDL 20.0 Lumber DOL 1.00 BC 0.69 Vert(TL) -0.28 13-14 >500 360 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) -0.02 9 n/a n/a BCDL 5.0 Cade FBC2014/TP12007 (Matrix) Weight: 62 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural woad sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 511/0-6-0 (min. 0-1-8) 9 = 512/0-3-0 (min. 0-1-8) Max Grav 1 = 511(LC 1) 9 = 512(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-756/0, 3-4=-1262/0, 4-5=-1262/0, 5-6=-1085/0, 6-7=-1085/0, 7-8=-638/0 BOT CHORD 14-15=0/762, 13-14=0/1085, 12-13=0/1085, 11-12=01639 WEBS 6-12=-411/0, 4-14=-258/0, 3-14=0/556, 3-15=-578/0, 7-12=0/860, 7-11=-650/0, 8-'11=0/808, 2-15=0/964 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their 'P outer ends or restrained by other means.s LOAD CASES) � 1 �! Standard x h Wammg- Pleasethmougbly-keth,1.1 ROOF TRUSSES I SELIfRI GOTRAI FIRMSMDNDITIONS(USTDR[irgOYFRIA(NNOWIEDGFAtNT'faem. tlertly design pmamefen and reodems, on this Lussgeign are ing!ND)and she M—Adiarfiner, PI.Refaenu Sheet before.". Out., athmmx sl*donlhe TDD,.my 0,16 mama., plates shall be used for the TOO to be wrid. Asohuss Design Fnginem(Le, Spedairy Enginew},IM1e"ml onanylDa mprmenls an miseparseafthe professional augmenting for the dmigeethe single Truss dryiaed as lbe TOO only,and,,TPLL]be design ossumpbans,boiling andilioaMANUEL MARTINZs, E,P.E. sudablbfy and use of This Truss for any Building is the impoosihikir of the Ornet, the Oeno's author'hed a gem of the Building Designs, in the matter a!the 11(, the or, the later building rude and TH-1. The uppmrnl of the TOO and any field use of the Truss, faduding hamdrng,Omega, frstollafrin and biaring, shall be the #047182 responsibility of the Rimming Designer and(omraase. Allnotessmaut in the IDOond lheprad"s and guidelines of the Building(amponem Seery, fnformotion(R(il(published by TPl and SKA are mfemmed for general guldomm. TPhl defines themsponsibifdiesond dudesof the Truss Designm,Tmss Design Fnginem and 10019(harlton(ir, Tmr, Mom fodme1.arl- usherette defimd by a Contest ogrmd upon in,riling by .11 pmties involved. The It., Design login., Is NOT the Building Designer or Truss System rigareer fat any building. AD Caphn@ed terms are as defined in IPI-I. Copyright ©1DIS A -I Roar Trusses - Manuel Martinet, F.F. Reproduaiom of This datnmeat, in any farm, is prohibited with written pelmissionhe. A-1 Roof Trusses -Manuel Mortimer, P.T. Orlando, Fl. 32832 Job Truss Truss Type Qty Ply 63172 F11 Floor 1 1 A0642215 Job Reference (optional) Ai l Kuur I KUJata, rurc I rICKutC, ru d4`J4b, design(c_yalTvuss.com r(un: i.o4u s uct r zulo vnn[ y.b4u s Uct r 2u10 ME I eK Industries, Inc. vn Uec 11 14:12:11 201b Page ID:JKjHKutxRFDGmK?IXiQMZnyB2Nu-ERIbiFHSGJ95igeiXPg7TejE0viWX9epJe48_ryA1 E 0-6-14 1-7-5 2-6-0 2-0-0 0i 7 14 i 1 1-5-0 Dead Load Dell. = 1/16 i1 4x4 ,�', 3x3 11 1 2 3 3x4 = 1.Sx4 II 3x6 = 3x4 i 4 5 6 7 8 - 0 917 14 13 12 11 10 9 3x6 = 1.5x4 II 3x3 = 3x3 = 0-6-14 GINEW LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.08 12-13 >999 480 TCDL 20.0 Lumber DOL 1.00 BC' 0.66 Vert(TL) -0.15 12-13 >760 360 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) -0.01 8 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 411/0-6-0 (min. 0-1-8) 8 = 412/0-3-0 (min. 0-1-8) Max Grav 1 = 411(LC 1) 8 = 412(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-658/0, 3-4=-662/0, 4-5=-769/0, 5-6=-769/0, 6-7=-501 /0 BOT CHORD 12-13=0/769, 11-12=0/769, 10-11=0/501 WEBS 5-11=-303/0, 3-13=-363/0, 2-13=01802, 6-11=0/545,6-10=-448/0, 7-10=0/634 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 51 lb FT = 0%F, 0%E t M'arrimg- Flease lboroughlyreriewMel I ROOF TRUSS6rSHIF11, MERAL TERNS A,(ONDnIONS(USTOMERrBUEERI AufloyaEDDEAaNr Form. verity deign Feasts-aad«ud noteton this TrussEssign11—ing(ND)and the Manuel Martine;Pi.Rate—Sheet helnre use. Unless mherrisa stated an the FIND, only MANUEL MARTINEZ P.E. MikR mnnedor plains shall be mad Tm the IDD to b—lid. As a Tress Design Engineer I.e., Specialty Engines}, the ".1—eyIDO rzpreseals an asseptonre al the psefeuiond,ailnammg responsibility far the design of the singleTruss depicted on the ND only, under lPl-1. The design assumptions, boding mndiliw; //_,^\\ su0ablttyand use al tBis hms lei any Building is the responsibiFdyohhe0rne6the Owner't authorhed ogeoi or the Buiidlnpoesigait In lhemMeldalthe 1R61he18(, the Easel buildhepadaWEEP. lheeppro o1oilbe TDD nuclear fishimof1he huss,imluding haodbng, stmage,imtolimisa ondb.6q,,ha11 be the #047182 ' !\responsi6'�Gryafthe8u0dingOssignetond(onlraaocAnautos wtoutiethe NDand the pcalims; sued geidelinesofthe Building UnapeneatSdetyhdarmmian(B61)published byFEE and Sg(Aare «hrentedkrgeneral guldense.IPbldefies, the responsibilities and dultsoflhetrussDesigner, Truss Design Engineer and 10019Charlton (ir. — has Nonuladum4 unlest otAenise defined 6y a (ammdogreed upon in ailing hhall porOn involved. The Fress Omiga fogineer 1, NOT the RuUdiog Designer or Truss System Engineer Eat any building. tp (ap0aiiled Isrtn me at defined in iPUi, (opyrigbt©701g A•i goolTrvsses- Manuel Madiner, P.I. Reptodurtian of this document, in any loan, is prohibited with written permission hem A-1 goof Trusses - Mannel Martinet, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0642216 63172 F12 Floor 1 1 Job Reference (optional) Al 4RUUt- I KUJ5t5, t-UK I YltKla, 1-1-34J40, oesignLa itruss.com r(UFI. f.041-1 5 sJUL y 4U to rt uu. r .o— b — r 4""' .t IUUQLI ��, ...- r r, �� r r rt. -U� ID:JKjHKutxRFDGmK?IXiQMZnyB2Nu-ERIbiFHSGJ95igeiXPg7TejlTvg3XATpJe48_ryA1 E 0-6-14 , 1-5-0 0, 4-12j , 2-0-0 0� 1� :L-1 0 3x4,� 1.5x4 11 1.5x4 11 3x6 = 5x6 = 2 3 3x6 = 4 5 6 7 8 14 13 12 11 10 9 3x3 = 3x3 = 3x3 = 3x3 = 0-6-14 , 1-11-14 2-6-1 2 7T9 3-7-9 , 4-7-9 4r971 5-6-6 6-11-6 _ 7-3-2,, 0 6-14 1-5-0 0-6 4 0-1-8 1-0-0 1-0-0 0-1-8 0-9-5 1-5-0 3-1 Plate Offsets (X Y)-- j2-Edge 0-2-4) j7.0-1-3 Edgel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TIC 0.31 Vert(LL) -0.02 12 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.18 Vert(TL) -0.03 14 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) -0.00 8 n/a n/a BCDL 5.0 Code FBC2014frPI2007 (Matrix) Weight: 41 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 31110-6-0 (min. 0-1-8) 8 = 313/0-3-0 (min. 0-1-8) Max Grav 1 = 311(LC 1) 8 = 313(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-438/0, 3-4=-452/0, 4-5=-450/0, 5-6=-450/0, 6-7=-367/0 BOT CHORD 12-13=0/421, 11-12=0/450, 10-11=0/367 WEBS 6-10=-262/0, 7-10=0/464, 3-13=-312/0, 2-13=0/555 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASEdS) ° 7 (y� Standard ( r + E 1 Woming-Please thmughty,eviesr the 'A IROOF TRUSMrST111R'1, 601I11I TERNS A(ONDITIONS CUSTOMER ('RUTnIA(RNOWItUation-1o,m. verily designparumelen aadmad notes on this Tms+Design 11—ing (MD) and the Ma —I Mmdt; P3. Rate, eSheol before use. Unlessath-a-staled on tote lDD,only. MAN�Ft �ilRTliiFZ P.E. �Niltt mnnedor Fides,hall be used for the lOO to be valid. As o Luss Desiyn Engineer jie., Speuolry hgmen}, the seal on anylmO represents an aarplontt abbe professional eogmemiog responsibility for the design of lhe,ingle Bus, depicted on the TOO only, und, IN 1. the design ouumpfians, boding mnditioos, Wifoi%it.duseolthisTeussfo—y rdldingis the rtspoosihDiry of lM1e O.ne61he Osreer'sauMorhedagenl orib, RuildinpOnigner,inthe <onleq of the IRCfhell(, the lomlb.1dingmda and VI.I.lh,oppnr0allhe ND and oryfi,ld use of She Truss,imluding hodDng, donge,immllolioo and kedul,shllbe the #047182 sesponsibiDtp of the Nuildiop Dmignerandfanhactot. All notes sdodin the TDOandthepmdice, and gtideliottofthe Nuitding Componem So4ryln}ormalmn(BCS1f Published by TPl and SR(A ore refereeredforgeneralguidonse.IPI-I defines th—sponsi6daKesaid duties of the Truss Designer, Loss Design bg!. rand 1O014 (horltan (ir. Trams Monulndumr, unless art, ire defined by aCodmd agreed upon is nbirg by .11 paid. inrolred. The Truss Design Engineer Is XOT the Rullding Designera, Leas SyrfesEngineerlo, any building.ADCapaulimil term, ore as defined io IPI-I. Copyright@ 2O1S A -I Roof Trusses - Manuel Mortiner, P.C. Repradodian of this clamorous, in any foray is prohibited with mitten permission ham A-i 11WTrusses -Manuel Mortimer, P.E. Orlando, Ft 32832 Job Truss Truss Type Qty Ply 63172 F13 Floor 1 1 A0642217 Job Reference (optional) H 1 rtuur I mucrxa, rue[ t rmrti,r, r� vaawo, oeslgntga lEruss.com mun: r.o4u s ucc r zu to rnni: r.o4u s ucE r zu-I o mt I eK ineustnes, Inc. I-n uec i i 14:12:1I Zui a rage ID:JKjHKutxRFDGmK?IXiQMZnyB2Nu-ERIbiFHSGJ95igeiXPg7TejLPvrSXDwpJe48_EyA1 E 0-6-14 3x4 Z�- 3x3 11 3x3 11 3x4 ,i H 1-5-7 2- 0-11-15 — I 1-5-0 � 5 0-3-12 3x3 = 3x3 = 7 4-7-12 6 , 4-1 0 v o IL LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC! 0.12 Vert(LL) -0.01 6 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC; 0.09 Vert(TL) -0.04 6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) -0.00 5 n/a n/a BCDL 5.0 Code FBC2014(rP12007 (Matrix) Weight: 27 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 191/0-6-0 (min.0-1-8) 5 = 190/0-3-0 (min.0-1-8) Max Grav 1 = 191(LC 1) 5 = 190(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Wmaing- Please thoroughly mvr— the '41 ROOF IROSSFS(1111111.61NFRAI FIRMS A(ONOITIONS CUSTOMER rRUTFRj A(NNOWIFDGEMPIr to- Verily design pmometen andreud notes on this Truss Design 8m"ing(N0l and the M.nael M.,iner, Pt get erente Sheelhefareuse. Unless olh—isestated ae the IUD, only MANUEL MARTINEZ P.E. Nileb .-do, plates shall be used for the TDD to be sofid. As o Isms Design FngiveeF(i.%Speriolry Fagineer), the seal an any TOO represents an aseeplunee of the professional eeginemiq responsibility far The design of the singleI,%% depitfed as the TDD only, under IFJ 1. The design oswmpfiom, boding mndifiem, ///�,�\\ t.Wity cad ate of this Lass for nay, euOdiog is the rerpro,i ay of the War, the Oetmrs huthothedagent or the Building Designer, in the-1.0 of the IR6the IB(, the lmbibmid'mg rode cadTPld. the apparel of the TDD and nap Feld use a(rheLms, hathding bmAlmg, Aorage, Installation a ad leasing, shell be the #047182 r !\mspomibillyoftheBailt1mgDesignerand(onlrmtor.ADnotessetWiotbeiDDmallhepmnimsaadgaid4emsohheBuildiag(omponwlSafetyInformation(BMImblishedbyINandSICAorerzfneatedtofgenefalguidance.lPldd6mrsthetripansibililiesaodduticsoflleTrmsDesignee,TruuDesigeFng!neaand 10019(horUan(ir. —)Tess Ywukdumr, aelest orhenne defined by a (omraa agrnd upon in ■riling ly all portin ineolred. The Luv Design EngioeerIs NOT We Building Designer at Truss System Iegineer for any building. AD (ap8athed Inns ate us delmed in TP61. Copyright© 2015 A-1 goof lrussm- Manuel Martinet, P.I. Reprodmtion of this harnenLJn any form, is pnebibited With written permission Lem A-1 goof Trusses -Manuel Martinet, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0642218 63172 F14 Floor 1 1 Job Reference (optional) Al N001- IKUSStS, h-UKI HItKLet, t-L34`J40, oeslgn(ga itruss.com rtutl: e.owus vct 14u ro rant. r.s U-1 s cuw 5x6 — ID:JKjHKutxRFDGmI X&CiQMZnyB2Nu-idJzwal4ldHyKpDu57MMOrFWcJCnGgmzYlghWIyA1E 0-6-14 1 2 0-6-2_3 0-6-0 4 5 6 00�2 0 v 0 3x3 = _ - _ 3x3 = LOADING(psf) SPACING- 1-4-0 CSI. I DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) -0.00 10 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL ' 1.00 BC b.02 Vert(TL) -0.01 10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) -0.00 6 n/a n/a BCDL 5.0 Code FB02014ITP12007 (Matrix) Weight: 17 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-14 oc purlins.' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 112/0-6-0 (min.0-1-8) 6 = 113/0-3-0 (min.0-1-8) Max Grav 1 = 112(LC 1) 6 = 113(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard IN W'eming- Please thomogblyrmiewthe 11 ROOF TRUSSESrSEILERI. GHURAI TERMS ACONDITIONSCUSTOMER ('RUfER1 ACKNOWLEDGEMENT` In.. Ifaify, design pammeine end mod notes on[his Toss Design 0-ingfTDO)ond the Mnoml`p,oa, PE R�'df{ resin ShutfiA�Ime .l lns'er�esfinedo n D,..Iy MANUEL MARTINEZ P.E. MileA semester pl.les shell be esedfor the TOO to be enhd.A,. Toss Oesig.Engineer (I.e,Sp,d.hy Loginenr), the seal on notTOD represent an eaepler. of the professional engineering respumnfilyfor the der gn al she swgk�jlms del�i ed iin;th 11, yt tLnde irih�delt"s, no I ns, kodinndifioos, r suOoblGly nod use of this Tims for any Building is the responsibility of Owner, the Owners aulhomed.3,41 or the Building Designer, in the tmd,K1 of the IRE, the IB(, The Intel bedding roil. and TPl-I. The appromlo(Ihe IDDond ooyfiM.,e )flFe-dims, mdo�mgho ing, stomge,l collation and blaring, shell he the #U4Z192 ' msponsibifiryoftheBu0d.g0esignerand(omraUoeAll notessmoulmThe TODend the prooimsend geid,houelite Building (ompope.lSolely lorkmeorkri(II(SI)published byTPland WAor, referenced for gumlguidonte.Tpl•ldetmestheresponsitidniesapdduOnotlhelrun0esigner,henDesignFngineeronE 10019(harllan(ir. Dun em Maoumdr,unless atherrise defined 6yo(.mmaogreed upon in toting 6y ell p.rdessmelted. The Truss Design Eoglneerit N019Ae llnUding Dulgoerm Toss System E.geterfor eery b ildreg. All foorla d Isms. —defined in TPI-I. Cupyrlght0201S A-1 Red trusses- M.nne1 himfinu P.f. Reprodm ion of this domment, in any Iorm, is prohibited with written permission hem A -I Roof Trusses - Manuel Mortinor, 1`1 Orlando, R 32832 Job Truss Truss Type Qty Ply 63172 FG1 Floor Girder 1 A0642219 Job Reference (optional) A rcuur imucoto, ruKi nr-mLr-, rL 34u4o, oesign()alrruss.com 1-7-9 i 2-0-0 1.5x4 11 3x4 = 1.5x4 11 14x6 2 3 4 20 19 18 2x4 3x8 = 3x8 = Kun: t.o4u s ucr y zu io vnn[: 1.o4U s VCT f zu io mi i eK inauslnes, inc. rn uec i 1 14:12:1 z zult rage ID:JKjHKub(RFDGmK?IXiQMZnyB2Nu-idJzwal4l dHyKpDu57MMOrFS7J3HGThzYlghW IyAI E 2-0-0� ii 1i 3x4 = 3x4 = 5 6 Dead Load Defl. = 3/16 Si 3x4 = 1.5x4 11 3x4 = 1.5x4 11 4x8 = 7 8 9 10 11 16 15 14 21 13 12 4x6 = 3x8 = 4x10 = 3x4 11 1.Sx4 II Cluster of (4) WS45 wood Screws . 9-1-5 10-1-5 , 11-1-5 , 20-1-10 9-1-5 1-0-0 1-0-0 9-0-5 Plate Offsets (X,Y)— (1:0-2-4,0-2-01, (11:0-3-12,0-2-01, (13:0-2-4,0-2--01 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC'i 0.38 Vert(LL) -0.20 16 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC' 0.63 Vert(TL) -0.38 16 >621 360 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(TL) 0.04 12 n/a n/a BCDL 5.0 Code FBC2014/fP12007 (Matrix-M) Weight: 303 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No-2 BOT CHORD 2x4 SP M 30 *Except* 62: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* W1,W8: 2x8 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 20 = 1199/Mechanical 12 = 2779/Mechanical Max Grav 20 = 1199(LC 1) 12 = 2779(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-1154/0, 11-12=-2731/0, 1-2=-2170/0, 2-3=-2170/0, 3-4=-5448/0, 4-5=-5448/0, 5-6=-5448/0, 6-7=-7083/0, 7-8=-8239/0, 8-9=-8239/0, 9-10=-5699/0, 10-11=-5699/0 BOT CHORD 18-19=0/4035, 17-18=0/7083, 16-17=0/7083,15-16=0/7083, 14-15=017090, 14-21=0/7367, 13-21=017367, 12-13=0/552 WEBS 6-17=0/428, 7-16=-592/0, 6-18=-2041/0, 3-18=0/1570, 3-19=-2073/0, 1-19=0/2304, 7-14=0/1645, 9-14=0/956, 9-13=-1826/0, 11-13=0/5711 NOTES- 1) Special connection required to distribute bottom chord 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: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 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 floor live loads have been considered for this design. 5) Plates checked for a plus or minus 0 degree rotation'about its center. 6) Refer to girder(s) for truss to truss connections. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2285 lb down at 16-9-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 112-20=-7, 1-11=-80 Concentrated Loads (lb) Vert: 21=-2285(F) ;,SVmaipg-Plene,l4aroeg5ly rererlM'S-E ROOF 3tSSFSj'SEllfij, SEkEAttEERM5AC6501i1CX$CUSiCMEA('gOiFA'JA(111MbSEtlEAi'form. Yerifydesign poramders and read notes on P.isTruss0e4go CraringjEDC}cdlbelloce�Cnrlinez,r.EAe{emca SAeei belmeusn Udzssafhmrrtt xx!ed on the NC, eeJy MANOEt iYtiiQTlt♦Eri P.E. i Nire4 rnno'e4ar Plata: s4all binned for the lUUttiOialid Asdirsss Oes`r4,,s Eogiaaa;se;Sp.daby Enenam}i4: weloe,myW represanetanaaeptont-1 the prvlessionol engineeringrcsponsibighyEm'he design IfthefntgielenssdepidedenlItTC,9ertly, vderTAi-i. Ibe design assuep5oerrlocw'ng [cadifions, r %suilabilityanduma,Ws Tress ior.ny ise�gis(he ns}ansibi VOh4t Ornn;-t Ovnei sauthorizedagenim>Eeguildioggesigne; tilde woom of Me iAG the loc the luol balding s,doOdWl•l.A,opp...1-i1. MIndoy5�'d use dthe(ras,i-dudieghon&g, slaroge,insiapmiaaa� Wziiaq, shslibe the #041182 i r Mpontibi&yofbilA:lesse7e:7fs lhe@-�ngs3ei'veto-![enss=.^.'.FbeiCCandth¢ aElhe prodtese-dgw;efints4uiWing[ompanutt$okiyinlottneden(6($Ijpubli=hedby171ondS6U0rCS stEarented(aegenez^Igud3=RP1.110019Chorlton de5ge57eR{goes;�4Adiasa0d<-ute.Of4hertuss0esignee,T.ry;s[eF.gO4ngiAeetond I Or. i rmssldaWhdnrzr, unless nthznist defieed[oetradogieadupae is rrlict by ofplielirvolai reoTrUtip y nssvm is Afit the ruiNing Cosigner ar inisfSydemfngineer tot tiny buU ng. All [apirarcedterrtare asd4%` dkTrht. 1 byoI [opysigh10201SA4 Heptodudion of lblsh-1,1eeeyfma, is ledibiledwdf riftnparmission h.A-1 Aoof Trusses-MonuelMmRnez,P.E Orlando, FL 32832 Job Truss Truss Type Qty Ply A0642220 63172 FG2 FLOOR 1 2 Job Reference (optional) Al SZOOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 4-2-1 1 4x6 = 3x4 = E1150A 1204 = Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Dec 11 14:12:12 2015 Page ID:JKjHKutxRFDGmK?IXiQMZnyB2Nu-idJzwal41 dHyKpDu57MMOrFP5J3gGX7zYlgh W IyA1 E 5-4-1 11-11-1 , 10 11 4x6 = 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) -0.07 6 >999 480 TCDL 20.0 Lumber DOL 1.00 BC 0.60 Vert(TL) -0.14 6 >683 360 BCLL 0.0 Rep Stress Incr NO WB 0.69 Horz(TL) -0.01 4 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x8 SP No.2 *Except* W2: 2x4 SP No.2, W3: 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. REACTIONS. (lb/size) 7 = 2230/Mechanical 4 = 22/0-2-0 (min.0-1-8) 5 = 4106/0-3-8 (min. 0-2-7) Max Uplift 4 = -112(LC 3) Max Grav 7 = 2240(LC 3) 4 = 51(LC 4) 5 = 4106(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-1492/0, 1-2=-4743/0, 2-3=-4743/0, 3-5=-2122/0 WEBS 1r6=0/4863, 2-6=0/413, 3-6=0/4863 NOTES- 1) 2-ply truss to be connected together with 12d (Q.131"x3.25") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc clinched, 2x6 - 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) Unbalariced floor live loads have been considered for this design. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 7) Provide; mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 722 lb down at 1-5-5, 722 lb down at 2-9-5, 722 lb down at 4-1-5, 722 lb down at 5-5-5, and 722 lb down at 6-9-5, and 1284 lb down at 8-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=-120, 3-4=-120, 5-7=-10 Concentrated Loads (lb) Vert: 5=-1284(F) 6=-722(F) 8=-722(F) 9=-722(F) 10=-722(F) 11=-722(F) Dead Load Defl. = 1/16 if PLATES GRIP MT20 2441190 Weight: 121 lb FT = 0% Warning- Mean tbososihly uvier Me'A4 1001 111-mis{'SSilft"1, ONFIR Will B(GgUfIONS(USTBMiR('gCrEi`jAaF7'hM1♦J3UtEX1` term. Verify design pmameten and lead notes on lhisTwss Design NvingQOgjeed Pan Mould Mortinez, PlAtfezereSheel "rime use.`! oth ohEt�Dfit srmdon , of � €-55`'{, ilI �NIIth laanPttal Plot Es shalt bE nkdlQr th[fDD IPbE yaild. ilaTtnsi Dtitg9 Ea¢iaeat,t.t,Spt(fabp Fng`ntnl the uainnanylg0 repteunts on auEphnte e!the prolasuonaleagineering respansibiNlyfor,EE design otd:er'ngteTtassdtpided anf'.eTDD onty,:adtr'P 1. ibe tg 45v �ph�ArAltxSngs diti ¢ M �IT RJ P,E.f suihbihtymdusearshisfrsssmnayBi.':dingisthesesaonsib`£:yo[titOvnet,!^eOvneisauthmimdagentorsdegaddingDesigner,inthntantextofthelYLthe1841UelototbvifdngcedeondTPt-t.ihEappsasafar (he lDDa-dany!iesduseaithe nuts,i:,dudughandng,uotae:,msi�t�a%�sadng, aU lhA 041 2 ' respmWityof[be gamod Pieper.4(ontrcnc=.AllDolessellYinJSoiDOaadthesod''netaedVoi0fintsoftheSaddle, Otoponeat Safety lnf—atian(PISllpublished bySPtand SCUarezettstuedtoepa"Igud.:so,TPl-Sd6aoIts 'espaniiwmsand Mil; ot?heiruiPooffut,flat, Desgnrngineerand onC' Tom Manolonanee,ealtss athtsris: dented bya6alma asmilopnn in vihfng by0Cpnnies involved Tee Ituss Wign in9.Aes it Nan the tuilding Pastierer Nis system fngintes Mr anybuild:ig. All ropltaked tetrs are asde<seed in r%,5.. IODl 9 Cho rt Ir. 1 (opyright0 HIS A -I InlMosies- Manuel Martinez, P.E. gepsodudien of $4 dowmeet, in any trim, is paohibited withytitttn pesmtssiaa irnm Ad goat Trusses - Monaet Wilmot,P.f. Orlando, Ft 32832 Job Truss Truss Type Qty Ply 63172 FG3 FLOOR GIRDER 1 1 A0642221 Job Reference (optional) Ai ROOF I RUSStS, FORI PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Dec 11 14:12:13 201.6 Page ID:JKjHKutxRFDGmK?IXiQMZnyB2Nu-AgtL7wJioxPpyzo5egtbY3oUSjXk?4u6nyZE2kyA1 B 0-7-15 2-6-0 � r 1 3x3 11 2 3x4 = 6 3 3x3 11 1 Ni 3x6 = 3x6 = 3-7-15 LOADING(psf) SPACING- 1-4-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC, 0.92 Vert(LL) 0.00 5 '"*' 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC1 0.10 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 23 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP M 31(flat) BOT CHORD 2x4 SP M 31(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5 = 728/Mechanical 4 = 65410-4-15 (min. 0-1-8) Max Grav 5 = 728(LC 1) 4 = 654(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-5=0/256, 3-4=-352/0 BOT CHORD 4-5=0/633 WEBS 2-4=-697/0, 2-5=-1160/0 NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 543 lb down at 1-2-4, and 543 lb down at 2-6-3 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). i LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert:4-5=-7, 1-3=-80 Concentrated Loads (lb) Vert: 2=-543(F) 6=-543(F) Nmaing� Phcm¢ thoroegbfy re.iea M6-A-1 gOCnpfiSF1{'SEllFg }6EDfEAETEPMS &(C9DInC%3 aiSTCSifg('dfprd'JA:4Y7'NlfJgltiEgT' farm. Yerifp design pmometets and read notes on rbdsTress D6.gnftaeingODD) ed the No -eel Mo Vntz PI.Itfrten;, Sheet before use, Onfrx ¢ibnaiu st: ed.nthe ENq only blibkolmor poles sholi beased hot the END to be robi'ASairisDesign regiee, rke„ Iftsdohy ktmtmt the sealoeaey 100 reprocents—ornmuen,th¢prolessianalengineerinq usponsiblDfyfos!be design of!be ;ingleNssdepided an 6000 only,MderlFKThe design :sw,,pNei,loaing eonditiens, MANUEL MARTINET, P.E.: sobbihtyoad meat 116 Trass foraai,904ngisCents, the owen'snAmiud ogenlullse goifd4aggesfgn¢s,in th,anint of the lA(- the lgC The teal buldmg'-de, nOTPI-1. no apponi of the TDO end airy, Wd us, fibe 6:1s, deshog hondbng,s!orage,imfaDafar. and brmmil, shall be the #047182 ! e.sp.p Mly a the to ng0m":SmtoW"trdd:t, All aal'$solby rVl undSO{Aprz esleseuedfor genet:guidons&TPF1 of he O¢SigeeGT.Nss ltfign. taginee(and 001 I Truss YanUTotlmeyunle4tklb!fYke dermed kyaf.mraC ogretdnpaa in anmil by orPrli"lotolud, The Tress Ceogo Feginee! is Ifnhe Bunking Designer., Trass System f.ginmflor arcybuilding.All popitoliud tet:s now as Mned bsfl`W. 10019 TtIOF! OF. (oppight� 1015 A•1 Poof Lussos• Tdanuel ldmtina¢, P.P. geptodmlion.{ this durum¢al, in amy faruT, is papl?ifdled witbwriih: permission from A•i Rooh Tmsses-h!...I 1A.D.0, Pl Orlando, FL 32832 Job Truss Truss Type Qty Ply A0642222 •63172 HJ5 Diagonal Hip Girder 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1truss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Fn Dec 11 14:12:13 2015 Page ID:J KjHKutxRFDGmK?IXiQMZnyB2Nu-AgtL7wJioxPpyzo5egtbY3oYwjSJ?846nyZE2kyA1 B 8-5-1 LOADING (psi) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 3x8 II SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 31 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 319/Mechanical 3 = 171/Mechanical 1 570/0-11-5 (min.0-1-8) Max Horz 1 = 134(LC 4) Max Uplift 2. _ -225(LC 4) 3 = -59(LC 4) 1 = -253(LC 4) Max Grav 2 = 319(LC 1) 3 = 171(LC 1) 1 = 570(LC 1) Ft9RCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. II; Exp D; 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. CSI. DEFL. TC 0.70 Vert(LL) BC 0.39 Vert(TL) WB 0.00 Horz(TL) (Matrix-' M) in . (loc) I/deft Ud 0.24 3-8 >415 360 -0.40 3-8 >250 240 0.07 2 n/a n/a 5) Refer to girder(s) for truss to truss connections. 6) Provide rechanical connection (by others) of truss to bearing plate capable of withstanding 225 lb uplift at joint 2, 59 Ib uplift at joint 3 and 253 lb uplift at joint 1. 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) 47 lb down and 52 lb up at 1-4-9, 47 lb down and 52 lb up at 1-4-9, 41 lb down and 36 lb up at 4-2-8, 41 lb down and 36 lb up at 4-2-8, and 87 lb down and 107 lb up at. 7-0-7, and 87 lb down and 107 lb up at 7-0-7 on top chord, and 9 lb down and 17 lb up at 4-2-8, 9 lb down and 17 lb up at 4-2-8, and 33 lb down and 28 lb up at 7-0-7, and 33 Its down and 28 lb up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-90, 3-4=-20 Concentrated Loads (lb) Vert: 10=-57(F=-29, B=-29) 11=-18(F=-9, B=-9) 12=-65(F=-33, B=-33) Dead Load Defl. = 1/4 if O N CV PLATES GRIP MT20 244/190 Weight: 27 lb FT = 0% Winning- Please lhoroaOnly arhe. the 'A-t ROOF TRUSSES rSELLFR�, 6ENERAS TiRMSA(ONDITIONS N110911 rBUTHI ACRNOWIFOGEMENrform. Wifydesign pti—Iris and and autos an this Tass Design OmaingUDD) and The Manuel Motim,UReferon'4U,,thfgreful,Ata*vim sC"ed oO eDO.o,ty I g 7 ^et %� BIANUELRARTINEZ, S. �Miiet tooaettor pities shallbe osed for IM1e IODto he valid. As Class Design Fnfiaeer(i.e., Speualty Fnfineerh IM1e seal on nnylOD represenh an aaeplom<ot the processional eoyneeling respoasi6ilily fw the design of the single Truss depidedon the Noon ,Yoder1 . (6r deYg ui�ii` thes, loddinq audit suitability and use of this buss for any BuBtring E, The tespons@irdy of Me Caner, The Oaneri authorised agoal or IM1e Building Designer, in IM1e..text of the IR(, The If(. the hotel building ado and TP6l. the oppwul of The TOD and any field we of the Tmss, Endoning haedang dotage, Installation and bitting shall he The #047182 msDonabirdy otihe Boiling Designer and (anttude,Matta%set anti, Iberia andibe porfitesond guidelines ohho Building(omponewdof,ty fiftmation(galJ pabli,bed by ITT and SR(Aare« feranted let fewer godante.lPl-1deTmmtharwponsibifuie, and duties of she Truss Designee,Bu„ Design Eogiaew and 10019(harlion(ir, Tmss Meufadmer,unhaob-im definedbya(aeroe agreed upon in rrifing by all petit. m.laed. The ions Doug,Eoginew I, NOT The galdiog Designer at Trou Sysient rnginter(of any boUng.lO(opholaedletms ate osthrInedin TPl-I. e Copyrigh1©101S A-1 Raaf Trusses -Monad Mortiner, P.r. Repraduttion or this dammenl, En any form, Es prohibited •ith •rittev pwmission fiom A -I goof Trusses -Manuel Modiner, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 63172 HR Diagonal Hip Girder 1 1 ' A0642223 Job Reference (optional) Al ROOF I RUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Dec 11 14:12:14 2015 Page I D:JKjHKutxRFDGmK?IXiQMZnyB2Nu-eORkLGKKYEYgZ7MHCXOg5GKpr7nbkXpG?cJobAyA1 6-8-12. 9-9-15 6-8-12 3-1-3 3x4 = 4 1-2-7 1-2-7 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.05 6-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.08 6-11 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 38 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 54-14 oc puriins. BOT CHORD Rigid ceiling directly applied or 7-9-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 96/Mechanical 5 = 457/Mechanical 1 = 670/0-11-5 (min.0-1-8) Max Harz 1 = 117(LC 4) Max Uplift 3 = -62(LC 4) 5 = -220(LC 4) 1 = -320(LC 4) Max Grav 3 = 96(LC 1) 5 = 457(LC 1) 1 = 670(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-504/262, 1-13=-1054/500, 2-13=-1036/504 BOT CHORD 1-15=-557/1020, 6-15=-557/1020, 6-16=557/1020, 5-16=-557/1020 WEBS 2-5=-1109/606 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf, BCDL=5.Opsf; h=22ft; Cat. II; Exp D; 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 62 Ib uplift at joint 3,220 lb uplift at joint 5 and 320 lb uplift at joint 1. 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) 63 Ib down and 791b up at 1-10-3, 63 Ib down and 79 lb up at 1-10-3, 37 Ib down and 29 Ib up at 4-2-4, 37 lb down and 29 Ib up at 4-2-9, and 83 Ib down and 92 Ib up at 7-0-4, and 83 lb down and 92 lb up at 7-0-8 on top chord, and 15 Ib down and 22 Ib up at 4-2-4, 15 Ib down and 22 Ib up at 4-2-9, and 38 Ib down and 32 Ib up at 7-0-4, and 38 Ib down and 32 Ib up at 7-0-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 4-7=-20 Concentrated Loads (lb) Vert: 6=-38(F) 2=-18(F) 12=-4(F=-2, B=-2) 14=-18(B) 15=-30(F=-15, B=-15) 16=-38(B) blaming-PimseT6o,oughlymriuth"A.IRODFIRUSSIS(111 R'(REN(RAITHATA(ONOITIONSCUSTOMERrOUTFRIA(RNOTaFDDEAENI'le,m.Nudy designpammefenaad¢doathonIN, TmssOmignD-inglNO) and The Manuel Mmfiau,P.E.ReferenmSheafbehreuse. Ulm oyhenisestatedoaThe 1OD,only MANUELMARiINEZ P.E. �Mifeh r000etlu plofeuhali be aced For the lDDlo be rohd. Aso Tmss Design Fngioxer(i.e-Spedolry Fngioenh the seolan onylDO repreuah an aueplonm of the proleuional mgiaeuwg rtsponsi6ilityfor lM1e design of the smglefrus d,od,d no The TDa naly, undn VI-1. the design aaumpfions, Wingmnditloes, ' 06iGty ooduseal thh Tmss fwuybaUng is lhernponAlOy of the Nov, the Dwneh oathmaed agent., the BO&IT Designor, in The tooled ofthe VIC, The IB(The lomlbuNdmg rada and TPH. The appimlof The TDO and any field use of the T,ass, indading haedliog,sfmage, iu1a11.6oa and kady, shall he the #0471U2 msponsi6irap al The Bmlding Ocfigaer andfontraeor. AD natty spool in The ND and the pra,ius and goidelinerolthe Boilding(orapmwSafety hdatmafion(R61) puhrished by TPl WSW ore referenmcru general guldmm.TPI.1 defineethe ospanalfter and duties ofthe Tau Desigm,Tmss Design Eogneerand 10019(harllon(ir. frossgooufanmer. uolefsothernise defined 6ya(oanopogreed upon is wriTing hyollpmdes inmlred. The Tmesauign(nglneuls Nat no eulldiag Dulgnero, Truss Spl,eefnginecr fo,ony building. W(apNnlhed Wroew as defined in TP14. (opyright©tDIS A•I Raol imsses-Nonuel Aortiner, P.F. Reproduction of this dammenl, in any form, is prohihited wah wriaen permissionfram A -I Pool Trusses • rlonuel Marliner, P.r. Orlando, FL 32832 Job Truss Truss Type Qty Ply % A0642224 63172 HRA Diagonal Hip Girder 1 1 1 Job Reference (optional) Al IQOOF TRUSSES, FOR I MERGE, FL 3494b, oeslgn(aoal(russ.com Kun: y.b4u s ucf t zuio vnni: sr.o4u s uct Y zu to mi I eK InausLfles, Inc. rn uec 1 1 14. 1C. 1v cu 1a raga I D:JKjHKutxRFDGmK?IXiQMZnyB2Nu-eORkLGKKYEYgZ7M HCXOg5GKpi7n5kXWG?cJobAyA1 6-9-0 1 9-10-3 1 3x4 = 4 1-2-2 1-7-12 6-9-0 9-10-3 1-2-2 0-5-10 5-1-3 3-1-3 Plate Offsets (X Y)— [1:0-4-9 Edgel [1:0-0-15 Edgel LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC 0.31 Vert(LL) 0.05 6-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.09 6-11 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 38 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-7-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 94/Mechanical 1 = 694/0-11-5 (min. 0-1-8) 5 = 482/Mechanical Max Horz 1 = 117(LC 4) Max Uplift 3 = -69(LC 19) 1 = -318(LC 4) 5 = -227(LC 4) Max Grav 3 = 94(LC 1) 1 = 684(LC 1) 5r = 482(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-544/272, 1-13=-1122/522, 2-13=-1103/526 BOT CHORD 1-14=-578/1086, 6-14=-578/1086, 5-6=-578/1086 WEBS 2-5=-1181 /629 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. II; Exp. D; 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 69 lb uplift at joint 3, 318 lb uplift at joint 1 and 227 lb uplift at joint 5. 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) 35 lb down and 30 lb up at 1-10-3, 63 lb down and 79 lb up at 1-10-3, 60 lb down and 57 lb up at 4-2-7, 37 lb down and 29 lb up at 4-2-7, and 98 lb down and 116 lb up at 7-0-5, and 83 lb down and 92 lb up at 7-0-5 on top chord, and 20 lb down and 22 lb up at 4-2-7, 15 Ib down and 22 lb up at 4-2-7, and 38 lb down and 24 Ib up at 7-0-5, and 38 lb down and 32 lb up at 7-0-5 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 4-7=-20 Concentrated Loads (lb) Vert: 6=-76(F=-38, B=-38) 2=-69(F=-50, B=-19) 12=-2(B) 14=-35(F=-20, B=-15) Yivming Pleosetdoroughlymriewfhe'AdRoof IRDSSISrSEMER'j,6ENFRALifRHf6CONDITIONS (USTOMfilI'BUTERIACRAOYOEDGEAENT'form. Ymilydesignpammetersandmodmass, MisTrussDesignOroeinglNOjandtheMaauelAmfines,pF.RelemnmSheelbehreuse.On? enotheniustandonthelDD,only R IP.E. A!Alile-murtoz plalesshall be used far the too to In —lid. Aso Tmss Design blimemji.e., Spatiality bills ezj,lhesmlananylDomis Is anoueplonmofthe prelnsional eagineetiogmspoasibiliryfar the deign of thesiagleLuss depiAedoa ibe ND valy, under lPid. Re desige mmmygons, badiag roodifiaas, MANUELM ATNEZ ,P wilahlfryood use of Mis Lussfos aaY Aagding Esthe msponsibOiry of NeOrlrc6 the OraersouMomed ageaf anhe Bolding Designer, in lte mnlete o}MeiRC, the IBC, Ibe lamibm1dlag mde andlPhl. The oppmroloi the IDDond onp field use of the �oss,imludmg Aaadfiag, srolage,imml6fien and brmiogshall be sbe #047182 ,asP,,10019 ChorUan Cir. LoNooutm mi r, net en atherrise defiaedby o [ooLoOagreed upon in ailing byollpmNes involved. the Truss Design Engineer is NOT the Building Designer of Truss System fagineer lot any building. All Capitalized Itims me as detioed in IPId. Copyright© RDIS Ad Roof Trusses • Manuel Martiner, P.F. AeprodusNan of this dorumenl, in any form, it prohibited with written permission ham A -I Roof Trusses - Manuel Mortifies, P.E. OrlOndo, FL 32832 Job Truss Truss Type Qty Ply 63172 HJA Diagonal Hip Girder 1 1 A0642225 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Dec 11 14:12:15 2015 Page ID:JKjHKutxRFDGmK?IXiQMZnyB2Nu-7C?6YcLyJYgWBHxTmFv3dUtvjW6pT2aPEG3L7dyA1 E 6-2-2 6-2-2 3x6 II Plate LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud TCLL 30.0 Plate Grip DOL 1.25 TC{ 0.61 Vert(LL) 0.09 3-8 >831 360 TCDL 15.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.13 3-8 >545 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.03 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 202/Mechanical 3 = 91/Mechanical 1 = 404/0-8-7 (min. 0-1-8) Max Horz 1 = 134(LC 4) Max Uplift 2 = -143(LC 4) 3 = -29(LC 4) 1 = -162(LC 4) Max Grav 2 = 202(LC 1) 3 = 99(LC 3) 1 = 404(LC 1) FORCES- (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf, BCDL=5.Opsh h=22ft; Cat. II; Exp D; 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 143 lb uplift at joint 2, 29 lb uplift at joint 3 and 162 lb uplift at joint 1. 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) 59 lb down and 58 lb up at 3-10-4, and 59 lb down and 58 lb up at 3-10-4 on top chord, and 12 lb down and 21 lb up at 3-104, and 12 lb down and 21 lb up at 3-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-90, 3-4=-20 Concentrated Loads (lb) Vert: 10=-24(F=-12, B=-12) Dead Load Dell. =1/16 ii 1 (0 e7 � O CV CV PLATES GRIP MT20 244/190 Weight: 20 lb FT = 0% Warning, Please thoruugfilyieviewthe-A.110OFIRDSSFS(1111111.0111CTERMS6(ONDIiIONS NSiDI1FA PBDTFi'j A(RNOWtFDDFMEXT'Form. Yerifydmigntasuarl andread aoteson this Truss Design 11—ing PO) and the Manuel Mmeoa, Ff. Ref -are Steel before use. Oulen otherwise staled an the lDO,oaly MANOEL MARTINEZ P,E, ek recorder aides shall be used for the TOO to be aand.Aso Ticar",sigo Engineer(,,, Spatially login I, the not on any TOO represents oa waepknro of the professional mginemmg mspoaubility(mth. design of thesingh,Truss depitled on the TOO only,WadesHE1. The design-anapfione, boding rundifiaos,rsuhbOiq end use of this Truss for any Bmtdmg is lhetespoeslbOOy of the Owner, the Owmrs oathisWed Rgoalor the Building Designer, in the mmeaddthin IR(,the W,the bmlbaldmy rude Rod TPI-I. The approval of the TOO and any field use ofateTrans, Winding hoedring,sltr.ge, imtollaOon and brasingshall be Me #041182 A!"'T respansibdiryol the Building Otsigaer anal(.,&a*, AO notes set oar in the TOO a ad the prmttms and guidelines oftheOvilding Component Solely Infiltration published by and SKA ore Raymond for general guidance. deficit Me responsibilities and duties of the Truss Designer, Truss Design Faillaw end 10014 (hoThDn (ir. Tian Matdaduter, valets otherwise defined by .(cut tgreed upon in writing by all parties inaalaed. The Truss OesignEug)neerls NOT the Building Designer or Truss System hgineer for any building. All Capitalized Innis ate at delved in IPbI. Copyright ©RO15 A-) Roof hutses- AIR nael Mortises, P.I. Reproduction of this dominant, in city form, it prohibited with written permission from A-1 Roof Trusses • Manuel Martinet, P.F, Orlando, FL 32832 Job Truss Truss Type Qty Ply � A0642226 �63172 HJB Roof Special Girder 2 1 L_ Job Reference (optional) Al itOOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Dec 11 14:12:15 2015 Page ID:JKjHKutxRFDGmK?IXiQMZnyB2Nu-7C?6YcLyJYgWBHxTmFv3dUt?6W7_T2aPEG3L7dyA1 E 1-8-10 1-8-11 1-8-11 LOADING (psf) SPACING- 2-0-0 CSI. i DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 6 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.02 6 n/r 120 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.04 2 n/a n/a BCDL 10.0 Code FBC2014ffP12007 (Matrix-M) Weight: 5 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 1-8-10 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3 = 146/0-8-12 (min. 0-1-8) 2 = 41/Mechanical Max Horz 3 = 25(LC 8) Max Uplift 3 = -126(LC 8) 2 = -32(LC 8) Max Grav 3 = 146(LC 1) 2 = 41(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. 11; Exp D; 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 126 lb uplift at joint 3 and 32 lb uplift at joint 2. 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 W'mning•P..au......hly.eri.r lNe'Ad RDOnRDS... ..IIEp'h(dXfPASTEPYid(DXDI110gSNST0YER..t.... ....OWIEOGEYEMT'form. yerifydesignpomm..... and readnoteson Phis Truss Design Drawing l�DD)and the Yonuel Yoitiner, P.E."'a..... ....... reuse: UnlisRdPoerwimYtutedoa tf,'JDDbnlf,; MANU11 MARTINEZ P.E. "�lidek monedor plates shall be used for The 110 to be Wid. As a Truss Design Tngin (R.. Spmfalty Toginwil the scot oa any TOO Top Bit oa atteThem, afth. prolosi.e.1 engineering respoasibililyfo.Th. design ofihe.mill. Lust depinedon the ND only, mdv lPl-I. The design ossumphons, boding conditions, ' smtublBly and use of N,TmT, her any Building is the mtponsibDity of the New, The arrow's outhmaed agent or the I. -Rine Dnignes,in 14 routed of the IR(, the K, the local b ring cad, and TPl-I. The appm,ml ofihe TDD and any field use ofiheTruss, imluding baodrog, storage, iml.1hrNao and bussing, shall be the #042182 respaaribirry of tbe8 ldiog Dsign..and(oohaUm. AD Met Tail in the TOD and The pranims and guideline. oNhe foilding(omponrnl Safety Information ITM pob6sh.d by V1 and SBGme«fnrns.d for general Boldness.. TPI-I defines therwirrasibiluits and duties ofihe Truss Designer, Truss resign Enotet and 10019 Charlton(ir. Goss Yanufomm�, palest othesrise defined by o (unhurt ogmed upon is.riling hyaA pmties nmlred. The Tmv Design faginter is NOT [be Building Designer or Tints System Tngineer for pry building. AD (apharned trams me at defined in TP61. (opyright©2r15 A -I Raal Tmsses • Manuel Yartiner, P.f. Reproduction of this domment, in any form, is prohibited WA written permission from A -I Roof Trusses -Manuel Mortimer, P.I. Orlando, R. 32832 Job Truss Truss Type Qty Ply 63172 HJC Diagonal Hip Girder 1 1 ' A0642227 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Dec 11 14:12:15 2016 Page ID:JKjHKutxRFDGmK?IXiQMZnyB2Nu-7C?6YcLyJYgWBHxTmFv3dUt?cWAAT2aPEG3L7dyA1 E 4-9-6 0-11-14 3-9-7 Plate Offsets (X,Y)— [1:0-3-7,Edge), [1:0-0-15,Edge) I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.02 3-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.03 3-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) Weight: 16 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-6 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 132/Mechanical 3 = 74/Mechanical 1 = 340/0-9-4 (min.0-1-8) Max Horz 1 = 69(LC 19) Max Uplift 2 = -87(LC 4) 3 = -29(LC 4) 1 = -149(LC 4) Max Grav 2 = 132(LC 1) 3 = 74(LC 1) 1 = 340(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. II; Exp D; 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 87 lb uplift at joint 2, 29 lb uplift at joint 3 and 149 lb uplift at joint 1. 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) 32 lb down and 32 lb up at 3-1-9, and 32 lb down and 32 lb up at 3-1-9 on top chord, and 13 lb down and 20 lb up at 3-1-9, and 13 lb down and 20 lb up at 3-1-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-90, 3-4=-20 Concentrated Loads (lb) Vert: 10=-27(F=-13, B=-13) Winning- Ran. shoraagbiy review the *AI ROOF TRUSSESrSHIIIIIDENERAITERMS6CONDITIONSCUSTOMERrBOYFR1A(KNOWIE06TMENrImo.Verilydesignpa—denandrmdoat,,onthisironsDesignOmsing(fD0(andtheManuelMuslim,PE110-aresSheolbeforeas,.UnlessothewisecratedonMeIDD,only MANUELMARTINEZ P.E. �Mired mooed., plot,, shall 6, used for the TOO to be uafid.A, a Ems Design Engineer(i.e, Spridly Fngiawl the snot on any TOO r,preseals an asepionce of the professional engineering responsibility for the design of the single Truss depicted ao the TOO only,sad,,IPld. The design mmmpfi.es, boding roreificas, ' s1u6tDry and a,,.1this foss for any Redding is the mp.nsOtOy of the 0..,,the Owners ootuu4cul equal or the 0lding Designer, in the mmeAtatIT, AT, the IRC, the local building rode a adlPid. The opptanul.1 the TDO and any field use of the Crass, imludmg baod0ng.d-Ele, installation and bmcin,shall be the #0082 respoasitidMofthe Fold'rug DmigaerondCoolratNe AO color set out in the SOD and the prams,, a ad guidelines at the Building Component Safety Infatuation(1161) published byTFI and SB(A are r maord for general guldeate. IP6l defme, the responsibilfin and duties frhe Truss Designer, Truss Design Engineer end 10019 (horltan Ur. Truss Manufadmer, unless otherwise defined by a Commdagreed upon in rifing byall pmtfesinmbed. The loss 00go Engineeris NOT the Building Designer a, Tins System logo... for any building. AD (aph.Wd toms are or defined in IPI•I. Copyright ©2015 A•1 Roof Trusses - Manuel Martinet, P.I. Reprodurtion of this document, in any form, is prohibited with written permission (tom A -I Roof Trusses -Manuel Martinez, P.E. Orlando, FL 32832 Job Truss Truss Type QtY Ply iT I A0642228 63172 HJD Jack -Partial Girder 1 1 Job Reference (optional) G.: rl.... 44 AA•A'a•AC 71149 Dn..e Al ROUT- IKUS5tb, rVKI VItKUL, rLsvtdvo, oeslgn%_Vartruhh.wn r nuir. e.. ....,.,<., ___1 — ......-.. ...�--...--, ...—. ...---....-. I D:JKjHKutxRFDGmK?IXiQMZnyB2Nu-bOYUmyLb4soNpRWfKyQIAhQ8ywVpCTsZTvovf3yA1 I 0-61 -8-1 5-1-5 7-3-8 0-6-3 -2-1 4-4-7 2-2-3 1.50 12 3x4 = 2 1 O18 W1 W2 i 61 Ll p 4' 5 13 14 62x4 11 15 4x4 = 4 3x4 = 0-8-14 5-1-5 7-3-8 0-8-14 4-4-7 2-2-3 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC 0.33 Vert(LL) -0.02 6-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.04 6-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 32 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 = 446/0-7-15 (min.0-1-8) 3 = 60/Mechanical 5 = 437/Mechanical Max Horz 1 = 61(LC 19) Max Uplift 1 = -212(LC 4) 3 = -38(LC 4) 5 = -204(LC 4) Max Grav 1 = 446(LC 1) 3 = 60(LC 1) 5 = 437(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -1 0=-885/404, 10-11=-858/407, 2-11=-852/410 90T CHORD 1-13=441/852,13-14=-441/852, 6-14=-441 /852, 6-15=-441 /852, 5-15=-441/852 WEBS 2-5=-938/485 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf, h=22ft; Cat. 11; Exp D; 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 212 lb uplift at joint 1, 38 lb uplift at joint 3 and 204 lb uplift at joint 5. 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) 28 lb down and 26 lb up at 0-8-14, 39 lb down and 30 lb up at 14-7, 42 lb down and 38 lb up at 3-5-0, and 60 lb down and 63 lb up at 3-8-3, and 82 lb down and 98 lb up at 5-11-13 on top chord, and 16 lb down and 20 lb up at 1-4-7, 18 lb down and 24 lb up at 3-5-0, and 26 lb down and 22 lb up at 3-8-3, and 36 lb down and 23 lb up at, 5-11-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 4-7=-20 Concentrated Loads (lb) Vert: 11 =-4(8) 12=-45(B) 13=-16(B) 14=-44(F=-18, B=-26) 15=-36(B) Winning-Pteaseehmoughlyrei-the'A-FROOF IRDSSISirs[I.01.CNFRAFT(RGS&(DNDIIIDNSNSTOMFP('NO1FR?A[yNOWtFD6EMEXPForm.yel4dnigolammet", odrmdnohsoafhi,T,assDesignDmaing(IDD)ondthe MonaeFMartinaPERefinenttSheelMost ase.Dalesaila,'.4estalfddn]he IDD;imly ANUAARTINEZ,P.E. Milk mnnedor plates shall be tied for the TOO to be solid. Aso Tins Design (ngineer(L,,Spedoltylogim,$), the seal an onyTDD rstationsaa—(loose, of theprolessionol mgineming sespoosibility to, the design of the single T s deod,d on the TOO only, wader It The design assumptions, finding mos ions, mhab101y bad useolthis Ttuss for any Building is the tspoasibihty of the Oom IF, 0—'s outhorhed a gaol or the DO&g Designer,In the tomeatoffhelR(,IF, TO(, the losnl huilding ad. aadTP4l. The appsmofaflhe TOO and toy held use ofIhe Truss, iodudiag haodling. sla,age, Installation and bracing, shill be The #04Z1R2 ! responsibiDtyofthefoOdingDesigoeraad6atraaor,AllnotessitotlintheMITandthepranisesendgaideNnesofthertilding(impotentSafetytnfosmmion(D(S)publiishedbyTPIandSDUaremfuenadfargewitquitanit.rPlddefiessthesosponvbilitiesandstaesofthaTrassDesigns,,Tms,Desillnrngineesend 10019(11TOT1109(ir. Ts on Ilanufoduar, unless othervia defined by a (ones it agreed upon in aritlng by oD pmties myahed. The Truss Design Eagloeer Is NOT the Building Designer as Tuns 5ystem Engineer to, any huilding. AD (ophnliud Isms oa as defied in TPAt. Copyright© 211115 A-1 Roof trusses- Manuel Marlines, P.T. Repsadadion of this domme06 in any farm, is prohibited srhh.41ton purnissianhim A-1 Roof Tram- Manuel Alartiner, P.F. Orl0ndO, Ft 31032 Job Truss Truss Type Qty Ply a A0642229 63172 J5 Jack -Open 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Dec 11 14:12:16 2015 Page I D:J Kj H KutxRF DGmK? IXi QMZnyB2N u-b OYU myLb4soN p RW fKyQl AhQ4wwRJCVgZTvovf3yA1 I 6-M 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 30.0 Plate Grip DOL 1.25 TIC 0.58 Vert(LL) 0.09 3-8 >814 360 TCDL 15.0 Lumber DOL 1.25 BC, 0.56 Vert(TL) -0.10 3-8 >695 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 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 = 196/Mechanical 3 = 75/Mechanical 1 = 383/0-8-0 (min. 0-1-8) Max Horz 1 = 134(LC 8) Max Uplift 2 = -137(LC 8) 3 = -9(LC 8) 1 = -138(LC 8) Max Grav 2 = 196(LC 1) 3 = 93(LC 3) 1 = 383(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf, h=22ft; Cat. II; Exp D; 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 rS 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 137 Ib uplift at joint 2, 9 lb uplift at joint 3 and 138 lb uplift at joint 1. 7) 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 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 0% P(moinglfle.,e lhorooghlywieeth.4I ROOT IRI65FS('SnlfY'h AENEAAI TERMS(ONOIilOXS(USfOMER(BUIFR'JA(RHOxIEDDEMfNrform. Ynily design pammeten and rood ood,wn Ibis Tmss D69.Ommngn1Hf)nrdthe M.e,111a,finez,Pi. Refe«n«Shmt Delore use. Doles, otherwise stated.. the lDD,only MANUEL MARTINEZ P.E. A4�T,R«nnettar Eludes shall be used for the DO to be e.lid.'Aso fruit Design Engineer(,,, Spedahy(ngirme the seal an any IUD rep—ols an a<«plan,.d the professional engineeringmpossibility far the design of the singlelrus, depid,d on the TOO only, under PIT. The design.sampfiam, bodns wedirione, suitabdDty and at, of Ibis Ties,10, buy Building is lhemponsibility of the Geller, the Oweers whorhed agent or the Building Designer' In IL ... Mot of the MC, the IBC, The dal building rode and TPld. The apparel al the TOO and any Field use of the Trost, indeding ha.dfioq. simag., Installation and b«ri.g, shall be the #041182 responsibility of the BoUng Omigoer and Wtrwar. Allwasidoulialbe IDO.ndth, pTPI-I defines the mponsibilities and duties of The truss Oesignm, Truss Design foorem and 10019 Chorlton Cir. Lon Ma.ufadmer, uotnt otbeni,e deFioedDy a [omroq.greed.poa i.witting by aG podlm i...Wd. the Iron Design Coglne.. h NOT the Building Design,, or Truss System fnfir-far any budding. All C.O.lhed lens a« as defined in IPI-I. Copyright © 201S A-1 Root Trusses- Manuel Martine,, P.I. Reproduction of this domment, in our form, is prohibited with written permission ham A-1 Roof Trusses -Manuel Martinez, PI Orlando, ft 32832 Job Truss Truss Type Qty Ply , A0642230 63172 J5B Jack -Open 3 1 Job Reference (optional) Al F200F TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 72015 Print: 7.640 s Oct 72015 MITek Industries, Inc. Fri Dec 11 14.12.16 2015 Page I D:J Kj H Kutx RFDGm K? IXiQMZnyB2N u-b OYU myLb4soN pRWfKyQIAh Q78wT3CVgZTvovf3yA 1 I 5-0-0 2x4 = 5-0-0 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.06 3-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.08 3-6 >768 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) Weight: 15 lb FT = 0% LUMBER - TOP CHORD 2x4 SIP 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 quide. REACTIONS. (lb/size) 1 = 298/0-8-0 (min. 0-1-8) 2 = 179/Mechani(al 3 = 67/Mechanical Max Horz 1 = 84(LC 8) Max Uplift 1 = -119(LC 8) 2 = -116(LC 8) 3 = -2(LC 8) Max Grav 1 = 298(LC 1) 2 = 179(LC 1) 3 = 85(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf, h=22ft; Cat. II; Exp D; 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 119 lb uplift at joint 1, 116. lb uplift at joint 2 and 2 lb uplift at joint 3. 7) 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 Warning 41-0horoogbiy"view the 'A I ROOF TRUSSITirlifEFRl. OENIRAI TERMS ACONDITIONS CUSTOMER ('BUYER1 ACRNOWIFUBEMENr'farm. verify desigaparameters aad read aa"s an this truss Design Dmring(TUBE nndNe Manuel Marcher, Pi. Refelenm She Ae�'reps lleles�55herris lla�redpn ,ra10D y �Mileh rwneefm plates shall6e used for the IDOto bevofid. Asa Less Oedgn fngiazcr (i.e., Spmiolry Fngineerj,the"ol an onylOD represents an enepmn"of Ne pmlessianol engineering"spaomUiliryfar Ne design of ihasmgle Tmss depiAed on the lDD"oly, wderlPlrl�Tfiedes`yansSumpgom'eodmgs dill �� r, MANO� MARTINEZ, P.E. .U.bifNy and u"ofthis Gus, far any Binding is the"fpoasibility of Daner, the Ounce's authorized ogoal ar the Building Designer, in the mmeMofNa1K, the IN, the local building mdeaod TPid. The opproeal of the IDD and any field use attic Truss, imliding heading,st-ge, imtollolionand boring, shall be the U4ZI82 "sPonsibiMy oHhedwtdiog Designer andfonaortor. All notes set out in the TOO and the pranim and guidelines of the Building Component Way latormatinn(BCS11 published by TPl a ad SETA me at nredfor geaemi gulden", I114) defines the responsibifiNas and duties of the Truss Designer, Truss Design Fngcer and 10019 Charlton (ir. fears linoufonu"r, uatess orb ire deboedby o Con soq agreed upon in rrifmg by all pmties i... Ned. The Trust Design Engineer is NOT iNe Building Designer orbms System tngineer for any building. All (opyrohmd terms ore as defined in iPld. Copyright@ 2015 A -I Roof Trusses • Manuel Morfiner, P.F. Reproduction of this daeamenl, in any horn, is prohibited with wrinen permission from A -I Roof trusses -Manuel Martinez, P.C. Orlando, FL 32832 Job Truss Truss Type Qty Ply ' A0642231 63172 J7 Jack -Open 6 1 Job Reference o tional Al KUUI- I KuSJtJ, 1-UK I e9CKL t=, M J4`J40, oesigntwa-t(russ.com 3x4 = n n 3x8 11 0-10-8 0-10-8 Plate Kun: i m4u s uct i zw o r-rinu t xvw s tic c y Lu IJ mt I ex mous(nes, Inc. rn uec I I 14aL: I y zu tv rage ID:J KjHKutxRFDGmK?IXiQMZnyB2Nu-3b6szlMDr9wEQb5stgxXjvyDeKk?xy4iiZYSBVyA1 2 ' 3.00 12 Dead Load Defl. = 1/8 if B1 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.25 TC ' 0.71 Vert(LL) 0.16 3-8 >510 360 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.22 3-8 >385 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.03 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid Oiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 233/Mechanical 3 = 94/Mechanical 1 = 437/0-8-0 (min. 0-1-8) Max Horz 1 = 118(LC 8) Max Uplift 2 _ -150(LC 8) 3 = -11(LC 8) 1 = -172(LC 8) Max Grav 2 = 233(LC 1) 3 = 111(LC 3) 1 = 437(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf, BCDL=5.Opsf; h=22ft; Cat. 11; Exp D; 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 150 lb uplift at joint 2, 11 lb uplift at joint 3 and 172 lb uplift at joint 1. 7) 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 3 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 0% W'renmg-Please lharoagblpevier the•Ad ADOIIRDSSFS('SMIER'f, DENFAAl1EVMS&(OROIiIONS NSTONFRr¢DTEA'}ACRNOWIFOOEMEHI"bra. VInly,designpammesen andrcodaotes on this Luss Dnign Omemg(NOj and tM1e Mandel Mrrfaw,PE Reference Sheet betare use. unlessotherui-1.1do000,only MANUEL MARTINEZ, P.E. MiTek connector plates shu116e used for the TDO to be rolid. As o Luss Design fngiaeer(se. Specialty Engineer}, the sealnn any10D represents an aaeplonse of she prolessional engineering responsibility for die design of the siagleTruss depided on the Wanly, aide, 11`14. The design ossumpfons, boding conditions, suitability and useol this Truss for any Ouilding is thempnnribiliry of the Does, the 0—A uutho,hedageetor the rukfiq Designer, in the mW of the IR(,the TIC, The loral building ado and V1.1. The approval of the TV and any fell use orthe Truss, Winding haudfng,domge, iod.fion and braising, shop be the #047182 AN, msponsib8igof the Building Designer and (ontrosrocAll Polar set opt inThe DOWthe pmnicesand guidelines a[ the 0uRting(amponealSaferyhdotmalian(R(Sgpublished byTHand SR(Aare ref-mcdhrgeneralgaldonm.lPbldefiner the responsibilities and singer ofthe Truss 116gner,LussDesign Engineer and 10019(horllon(ir. Lass Manufadaer, unteu nth —ice defoedby a Contrast agreed upon in filing by all pestles irealeed. The Truss Design Engineer Is Not the galtding Designer o, Truss System (ngineer tar any buibiag. dll (opRal"fed lams are as defoed in IPI.1, Copyright©101S A-1 gooETmsses-Monsel Martinet, P.F. Reproduction of this summers, in any form, is prohibited with.rater pe,trk,ion here A-) Roof Uusset• Manuel Marline,, P.r flr100d0, FL 32832 Job Truss Truss Type Qty Ply � A0642232 63172 JA Corner Jack 2 1 Job Reference o tional Al KOOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 1.640 s Uct / 2015 M11ex industries, inc. rn Dec i i i4n2:i7 205 rage I D:JKjHKutxRFDGmK?IXiQMZnyB2Nu-3b6szl M Dr9wEQb5stgxXjvyNwKtCxy4iizySBVyA1 3-5-14 r 3-5-14 3x6 II 0-10-8 t 3-5-14 0-10-8 2-7-6 Plate Offsets (X Y)— f1:0-2-1 0-0-61 fl:0-0-11 1-1-91 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 10.12 Vert(LL) 0.01 3-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC :0.13 Vert(TL) -0.01 3-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 10.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014fTPI2007 (Matrix-M) Weight: 12 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 87/Mechanical 3 = 37/Mechanical 1 = 253/0-8-0 (min. 0-1-8) Max Horz 1 = 77(LC 8) Max Uplift 2 = -64(LC 8) 3 = -10(LC 8) 1 = -90(LC 8) Max Grav 2 = 87(LC 1) 3 = 43(LC 3) 1 = 253(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. II; Exp D; 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 64 lb uplift at joint 2, 10 lb uplift at joint 3 and 90 lb uplift at joint 1. 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 DIR Warning Pleau IhorougM1iy envier the'A4 ROOF TRUSSFS(SIIER'�.A(RNOWIEDGEMENrform. Reodesign pmamelers and readnotes on this Truss Design DrariagODD) and the Manuel Mmfines,P.E. Reference S1.1 before use. Unless ather.ise'rated as lob, only NO' y roaaeAor ploles shall be medbr the lDD fo be rolid. As a Truss Design Engineer((,, Sp Uty,Engineer}, the seal an any Too represents a..-Planre of the professional engineering respontihiliryfor the design of the single hus'depined on the NDonly, under lP4i. The design-auapti-, loading oundilion;, MANUEL MARTINEZ, P.E. udablydy had as, of this Tre" for any saildiog is the iesp.a,ibioty of the Door, the Grows authorted agent or the Building Designer, in 14 munuit of the IRC, the 18(, the local building rude and ITT 1. The apparel of the Too and any Fuld useoOhe Truss, inducing haadhng. norogo, Installation and bracing, shall be the #042182 sponsibifdy of the baildiag Designer andContractor, AN notes so out in the 90 end the Franker and guidelines 0 the Building Safety lnfesmalion(P. published by TPl and SBCA are rchronmd far general guidance. TPI.1-defines the responsibilities and duties of The Truss Designer, Truss Design Engineer and 10019 (horlton Cir. Imss Mwufo<Imer, uolns otherrise defined bP a Comron agreed upon in rriting 6y all pmNes imeolxed. The buss Design FogineerIt NOT the Building Deslgoo, at I —System Fngineerlm any building. All (spealned lams are as defined in IPI-1, (oppight@2015 Ad Roof Trusses - Manuel Mariner, ff. Reprodunion of this damment, in any form, Fs prohibited rith trine. permissianhe. A -I Root trusses -Manuel Martinet, P.f. Orlando, FL 32832 Job Truss Truss Type Qty Ply 63172 JB Jack -Open 1 1 i A0642233 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Dec 11 14:12:17 2015 Page ID:J KjHKubcRFDGmK?IXiQMZnyB2Nu-3b6szlMDr9wEQb5stgxXjvyinKpExy4iizYSBVyA1 5-1-8 5-1-8 3x6 II LOADING (psf) SPACING- 2-0-0 CSI7 DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC , 0.38 Vert(LL) 0.04 3-8 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.05 3-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 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 uide. REACTIONS. (lb/size) 2 = 158/Mechanical 3 = 62/Mechanical 1 = 337/0-8-0 (min. 0-1-8) Max Horz 1 = 114(LC 8) Max Uplift 2 = -112(LC 8) 3 = -9(LC 8) 1 = -121(LC 8) Max Grav 2 = 158(LC 1) 3 = 76(LC 3) 1 = 337(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf, h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8s MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 112 lb uplift at joint 2, 9 Ib uplift at joint 3 and 121 lb uplift at joint 1. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1eY." gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) 'Standard PLATES GRIP MT20 244/190 Weight: 17 lb FT = 0% -4 Warning - Please ehmonghlyreuiesrOuN.1ROOF TRUSSES j'Sn1ER1,GFNIRAITERMSA(ONDInONS CUSTOMER rBUTER1ACCNOWCEDDSAVIT'term. Verity design pommet ersand r,ad bahsosthis TrusSDesigngmeing(iDDjend76eMonuelMorrine;PigelamreSheetbeloreuse.galeuaMenimstaledon@e1DD,only MANUELMARTINE2,P.E. �Mick ronnedm plates shell b<us.d lac the IDO Co bevalid. As a Tress Design register (i.e, Specialty Eagineerh the seal an any TOD represents an ... plan,, of the prohssiand engineering oponsibilily far the design .1 the single Truss depicted oa the TOD only, under IPI.1. The design assumptions, Tabbing rundilibss, suimbAly and use a[ this Truss (of any Building isthe respmibDity at the Does, the Dnneri authorized a gent at the Budding Designer, In the ruMep at On IRC, the 10C, the Wal building rude and lPld. The opirrorul al the TOO bed any field use eflhe Truss, indeding handling, dmoge, insMll.Uon and bru,ing, shall be the #047182 zespbnsibiliry blthe Ruldibg Designer and Coniraaor. AD notes setonein The TOD and the pranic.s and guidelines atthe Building (trespasser Safety Intervention (86)) published by TPl and SRCA ate Waled Tor general guldense.M-1 Defines the responsibirilies and duties of the truss Designer,Goss Design Engnees and 18819(horlton(ir. Gass A ..isi -s. unless atherrise defined by a Cmment agreed upon in sriting by all parties inuolued. The Truss Design Engineer 1, NOT the Buidng Designs, a, Truss System Engineer lot any building. AD C.phrh,,d Innis me as defined in TPUI. (opyrigbt@20I5 A-1 Roof Trusses -Manual Martirre; P.E. Repi durtion 0 this dosumeni, in any farm, is prohibited:ith written permission ft.. A -I Roof Trusses -Manuel Martinet, P.t. Orlando, FL 32832 Job Truss Truss Type Qty Ply ' A0642234 63172 JC Jack -Open 1 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct y 2015 MF l ex industries, Inc. I-n Dec 11 Iv: 2:18 2015 rage ID:JKjHKutxRFDGmK?IXiQMZnyB2Nu-XngEAeNrcT252kg2RNTmF6VXekCQgPKrwDH?kxyAl E 3-11-10 r 3-11-10 3x6 II 0-10-8 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.01 3-8 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(TL) -0.01 3-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 108/Mechanical 3 = 45/Mechanical 1 = 277/0-8-0 (min. 0-1-8) Max Horz 1 = 88(LC 8) Max Uplift 2 = -78(LC 8) 3 = -9(LC 8) 1 = -99(LC 8) Max Grav 2 = 108(LC 1) 3 = 54(LC 3) 1 = 277(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. II; Exp D; 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 78 lb uplift at joint 2, 9 lb uplift at joint 3 and 99 lb uplift at joint 1. 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 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 0% wenniag -Plse thmoughiy teyiea the'Ad ROOF TRUSSES (iFIIFR�, iINIRAI TERMS BCONDITIONS CUSTOMER rBUTFRI ACRNOWIFODIMIAr Iarm.V,,dy design lamreelen and rmd notes on this Trust Oedga 11-igfMD}and the Manuel MmNeer,Pl. Reference SWUllifiik use. UnitlSbihm p,iffid t?he TDD, on AUsti eoouestar platesshall be used for the TOO to be solid. As a Trans Design Fnpineer(ie,Spedalty FnginemL the seal oa any TOD re presents a a ouepmme of the p,.Io made.pir,6gmsp,a0bility far the design of the single Truss depiAed an [be TOD only, antler SEE 1. desig, m aarpfionr, leading rondileas, MANUEL MARiINEZ, P.E. sugabihty and use of this Truss for any Building is The rtspobsiblvy of the now, the O—'s outhorued agent or the Building Designs, in the tamarl of Me IR(,Ihe IBC, the lmoi building cad, and FEW. The opproml of the TOD and any field use of the Tim, inducting hoedling,VMS,(nslallotion and hradep, shall be the #047182 teipm,fibifity of the 8m1diag Dnigatr and(ootraaor. All note set out is the TOD end the pranicmaad gsiddiomol the B0digCareponto1 Solely lnformotion(B(S4poblished by FEE and SBCA are feintnmd for general galdame. 11441 detines the tesponsibritim and duties of The Truss Designer, TtusOnign Engineer and 10019 Charlton Or. It M—fafter,uelns alb —is, defloed by o Caahoct qmd op. in orOing by o11 portlm iarolred. the Truss Design [ngineee1, NOT Me Building Oedgrmrat hors System [ngioeer for any building. 10 (apaaixd Isms me os dthoed in IPI•I. Copy0ght@2DIS A-1 Roof Trusses • Manuel Martinez, P.I. Reproduction of this damment, in any form, is prohibited With mitten permission hem A-1 Roof Trusses -Manuel Martinez, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply 63172 JD Jack -Open 1 1 A0642235 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, desfgn@al truss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Dec 11 14:12:18 2015 Page ID:JKjHKutxRFDGmK?IXiQMZnyB2Nu, XngEAeNrcT252kg2RNTmF6VZjkFZgPKrwDH?kxyA1 E 2-9-12 2-9-12 3x6 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.25 TIC0.05 Vert(LL) -0.00 8 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Ved(TL) -0.00 8 >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/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 57/Mechanical 3 = 24/Mechanical 1 = 222/0-8-0 (min. 0-1-8) Max Horz 1 = 62(LC 8) Max Uplift 2 = -44(LC 8) 3 = -9(LC 8) 1 = -79(LC 8) Max Grav 2 = 57(LC 1) 3 = 28(LC 3) 1 = 222(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. 11; Exp D; 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 44 lb uplift at joint 2, 9 lb uplift at joint 3 and 79 lb uplift at joint 1. 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 PLATES GRIP MT20 244/190 Weight: 10 lb FT = 0% Winning - Please Ihotoughly seviev the'Ad ROOF TRUSSES ('SE11ERI, GENERA! TERMS A (ONDIMONS CUSTOMER ('01111 A(NNOWLEDDEMENT' harm. rarity design Tenantless and read notes oa this Trost Oesiga Droving PDD)aad the Manuel Madioa, FL Refesenm Sheet before use. Unless A—ise staled an the TOD, only A!Miid ronnedar plates shah 6e used for lhe)DD to he valid.Aso T,-Design Engineer(ie,5petiahy Engins")the 'auto. any TOD rep—th an w.faontt afthe professional engineering sespansibilily its the design of thesingle Tse.ss deputed onlhe TOD only, andt,ENT. the desigeassumpfions, boding rondilions, MANUEL MARTINEZ, P.E. suitability and use of thh Truss for any Bugding is the mponsibiliry of the Ovner,the Dvndsaulhe,hed agoal at The Boildng Designs, In thetonlext of the tR(,MeB(, the Intel building rode and PI.]. The oppsavol of TOD and ouy field use of The Tta%induding ha4dgng,0mage, Installmioa and bracing, shall he the #047182 "sponsibifityoftheRuitdingOcsiperoadControdor.AllnotessetoutintheTOOandthepradttesandgeidelimattheBuilding0alfuleatSafetyinfmma0iB(SI)pub%hedbyTPlandSR(AareiefxramedFargeneralguldenue.TPblWe.themspemlbiOtiessanddutiesoftheTrussOesigmr,TrussDesignEngineerand 10019(horlionfir, Lon Manufadme6unh¢ oihervise denaed by. (oab.d agreed uPa. is vriv.g by all panties involved. The rums Design login... is NOT the gulldiog Designer or Lots Sydem Engineer for say building. All Capitalized bums a,. at dahaed in Rbl. (opyright, 0 NIS A-1 Roof Trusses - Manuel Market, P.E. Reprodudion of this dam rent, in any farm, is prohibited with written perreissionEta. A -I Roof Trusses - Manuel Manner, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply ' A0642236 63172 JE Jack -Open 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, designtgal truss.com Kun: /.e4U s tact i zui5 runt: t.b4u s uct r zui5 Mf 1 et( industries, Inc. Fn Dec I I 14: IL: Hi zu I5 rage ID:JKjHKub(RFDGmK?IXiQMZnyB2Nu-XngEAeNrcT252kg2RNTmF6VXwkBTgPKrwDH?kxyA1 E 1-7-14 3x8 II 1-7-14 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) 0.01 4 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.01 4 >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/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-7-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-9-6 except Qt=length) 2=Mechanical. (lb) - Max Horz 1= 39(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 2=-287(LC 1), 3=-227(LC 1), 1=-540(LC 8) Max Grav All reactions 250 lb or less at joint(s) 2, 3 except 1=702(LC 1), 1=702(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf, BCDL=5.Opsf, h=22ft; Oat. II; Exp D; 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 287 lb uplift at joint 2, 227 lb uplift at joint 3, 540 lb uplift at joint 1 and 540 lb uplift at joint 1. 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 PLATES GRIP MT20 244/190 Weight: 7 lb FT = 0% Vtoming•Pleate thoroughly¢viewlhe'"R00nR."('SnlfRj.gENERA.TERYSd(DNDI➢DNSNSTDYER.BU......RNOWIfOGFY(Nmono, gmAy dnignpmumesers and rend Dotes an "isLussDesign Dm.in' fl,"'the Yanoel Ymtine,"." ""Sheet heMrema Unless aMenise stated on the TOD, only MANUEL MARTINEZ P.E. AMdek mnnenor plain shnli be usedfor lhelD0lo bevofid. Aso Loss Oesign Engine,(,,. Spesiolry foginoer}, the tool on unyTDD represeds an auglu-oflheprolenional eogine0.3"sponsibililyfee the design of the single Truss depined on the TOD only, under Ff1. The desige u-nophons, luo&TI-dilioes, ' toiIdirdy and me of thin Trussfor on? Building is the mfubhility of the Doer, the Ownuis outhorindopul a the Building Designer, in the toMeq of the IRoheITT, the lorol bu0ding rode and V1.1. The oppmml of the TDD and ony field use of the Gms,iududing hooding. dorage, inslAlion end bmdog, sbull be the #04]I82 ' responsibifityolthe Bldmg00onetend(oonanor.ADnotessetout in[be TDDandthe prancesand gtidd,os.1the Buildrng(ompooeetSurety Information(1(511publishedbyTPlandSB(Aor, rdaeundfor Rowel galdonee,TPI•Idofines the uepe.sibUtsand Met ofthetrussDesigoe,TrotsDesign ingineerend 10019(horltTOn(ir. Goss Yanu}onuur,aoless oMenise defitedby a Comron agreed upon in on ing by oll ponies ineoleed. The Truss 0e09n foglnnr Is NOT the Boildin Omigneror Tres System [ngineer lot ony building All (apitagted toms arz of defined in IPId, Copyright©2015 A.i R..f. Trusses -Manuel Alursiner, P,r. Reproduction of this doromea, in ony form, is prohibited with win. permission hom A-1 Roof Trusses - Manuel Mortim, P.T. Orlando, FL 32832 Job Truss Truss Type Qty Ply 63172 JF Corner Jack 2 1 A0642237 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946,.design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Dec 11 14:12:19 2015 Page ID:J KjHKutxRFDGmK?IXiQMZnyB2Nu-?zEdO_OTNnAyguFE?5_?oK2kW8bCPsa?9tl ZGOyA1 B :0-2-1 LOADING (psf) SPACING- 2-0-0 CSI.I DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) -0.00 4 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 11 0.04 Vert(TL) -0.00 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 38/Mechanical 3 = 28/Mechanical 1 = 213/0-8-0 (min. 0-1-8) Max Horz 1 = 43(LC 8) Max Uplift 2 = -25(LC 8) 3 = -14(LC 8) 1 = -82(LC 8) Max Grav 2 = 38(LC 1) 3 = 28(LC 1) 1 = 213(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. 11; Exp D; 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 25 lb uplift at joint 2, 14 lb uplift at joint 3 and 82 lb uplift at joint 1. 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 PLATES GRIP MT20 244/190 Weight: 10 lb FT = 0% t Wmni,y- %eau tharoughFy resierthe'A-1 ROOF TRUSSESGIRIRAI TERMS d CONDITIONS CUSTOMER rBOTHI ACRNOWIEDGEMERT` form. Verify design pmometers and mad sates on this Lust Design Netting (ND) and the Mensel Mo,fines, PE Refer —Sheet her use. Onlen olh—h. crated an The 100, only AMilek runoeaor plmes shall bemed for@e IDDds hevolid. As oTtess Design Fng{aee,(.e!, Spedahy Engrml the seal an aryTDD represents oa norepronm of the prolessiennl engineering rocpomibililyfor the design ofthe single Truss deputed onUbe lOD only, under 7hl. The design assumptions, boding oondifioos, MANUEL MARTINEZ, P.E. suitability sad use al this Truss for any Raiding is the uponsibi9ry al the O*nec the Oaners authorized steel or the Building Designer, in the wastes of the W, the 19C, the lows buiidieg rode and 7l•1. The opprovolol The TDD and any field use oflhe rises,, induding handling, lmtollofion and bracing, shall be the #047182 msponsibiliry of the Building Designer and[oasrador. All nvtCf+mem in The TOO and the praduesond gaidelioeral the BuildingComponmlSaeety hdormstian(860puhlished by 7l oodfBCA ore ulmemedhr general galdonre.IPl•I definer R�mmponsibilifietood dudes of lheTsussOmigna,Tmn Design Fng!aeer and 10019 (horlion (ir. N. Maauradmer, orders otberaise defined by a Comma agreed open in vifing be all parties involved. the bass Design Frgh—, A NO] the Hiding Designer m Gros Spleen Ngereer (a, any building. AO Cnptt lied to,. am as defined is 71-I. Copyright©2015 A-1 Roof Trusses - Alanoel Alortiou, P.I. Reproduttion of this deterrent, in any form, is prohibited with.itten permiuian been A -I Roar Trusses-M.—IAlaairu, P.I. Orlando, FL 32832 Job Truss Truss Type Qty Ply ` A0642238 63172 JG Jack -Open 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, designLaltruss.com Kun: i.bau s Oct y zu-lo Print y.ovu s Oc( R 2u so svu sees uwubuscs, !I Is- r-r, umu r r ram. aye ID:JKjHKutxRFDGmK?IXiQMZnyB2Nu-?zEdO—OTNnAyguFE?5—?oK2g 18XsPsa?9t1 ZGOyA1 E 4-10-15 4-10-15 v v T Plate Offsets (X Y)— [1.0-2-13 Edge] [1•0-0-14 Edge] LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC . 0.27 Vert(LL) 0.03 3-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.04 3-8 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014ffP12007 (Matrix-S) Weight: 17 lb FT = 0% LUMBER - TOP CHORD 2x4 SIP No.2 BOT CHORD 2x4 SIP No.2 WEDGE Left: 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) 2 = 143/Mechanical 3 = 65/Mechanical 1 = 325/0-8-0 (min. 0-1-8) Max Horz 1 = 82(LC 8) Max Uplift 2 = -92(LC 8) 3 = -13(LC 8) 1 = -127(LC 8) Max Grav 2 = 143(LC 1) 3 = 71(LC 3) 1 = 325(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1! Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8e MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Referlto girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 92 lb uplift at joint 2, 13 Ito uplift at joint 3 and 127 lb uplift at joint 1. 7) This truss design requires that a minimum of 7116" 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 Viuming.Please thmoughty,eriarshe'A I ROOnRUSSESrSE(IER1, CENERAI TERMS I CONDITIONS CUSTOMER rium! A(BNOWIEDGEME917form. Verily design p.mmeten assdre.de.tes.a this Truss Design Druoing(T0U).ndshe MonuelMronea, Rgitrenm pat bsfineurdUal(s'o "deis 's al d'ae ldelOD�tply i.�Y=" t.9 }� MANUEL MARTINEZ, P.E. �&ieArunmd.,pimnshoObesedfmthelDDtoberefidAsoTrussCeignfngoeer(.e-fpeu.hyFngnee,lheswlvaeay100repesentsananephnrealPoeprotes.noleogioeeimgm,"asibifity(mlhedesigeolhesngleTrmsd edonefQDmyjm-i.P1.The•enge'ssu ��Ny/b grandiho�j suitability and use of this Truss for any Building is The espcsoiblly al the Court, the Boom's culhmioed ogeot or or Buldlnp Designer, is the mntext of the 11C,6,IBC, the local buRdieg code and TPI•I. the oppmyol of the MD and any lield use of the Truss, including handling, storage, installelr'�ndbrueingsholl bYShe #042192 resWnsibifiry atihe BurdingOnignerand Contractor. AD notes sit oolin[be 101) and the pm(zims and grldrfires of the BuildingComponemSidr, lydmmmion(IR published byTPI and SB(A are surnamed for general Beldame. TEN defines the ospoas',b7fies and duties of Truss Designer, Truss resign(row and 10019 (horllon Cir. Trnu Needed mer, mien siberetse definedAy n Coodotl.greed upon in rridng by al parties inrdred. The Truss Design Euginen Is NOT [be Building Designer or Truss System(ogimer for any building. AN (apdalired Innis me os delioed in IPI•I. Copyright ©IBIS A -I Roof Trusses - Manuel Martinez, P.C. Bepradustion of this dorument in any form, is prohibited wAh writlen permiuion Uom A•I Roof Trusses -Manuel Modinez, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 63172 JH Jack -Open 1 1 4 A0642239 Job Reference (optional) rA T rcwr I TRUSSES, FORT PiERGE, FL 34946, Deslgngallruss.com kun: 7.64u s Uct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Dec 11 14:12:19 201E Page ID:JKjHKutxRFDGmK?IXiQMZnyB2Nu-?zEdO_OTNnAyguFE?5_?oK2dV8TRPsa?9t1ZGOyA1 B 6-0-13 6-0-13 Dead Load Defl. = III h aV 3x8 II T 2-1, 2-8 0-10-8 1 6-0-13 5-2-5 Plate Offsets (X,Y)-- [1:0-1-5,0-4-51, [1:0-0-14,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 10.50 Vert(LL) 0.09 3-8 >807 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.11 3-8 >648 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 20 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 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 = 193/Mechanical 3 = 81/Mechanical 1 = 387/0-8-0 (min. 0-1-8) Max Horz 1 = 102(LC 8) Max Uplift 2 = -124(LC 8) 3 = -12(LC 8) 1 = -152(LC 8) Max Grav 2 = 193(LC 1) 3 = 93(LC 3) 1 = 387(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf, BCDL=5.Opsf, h=22ft; Cat. II; Exp D; 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 124 lb uplift at joint 2, 12 lb uplift at joint 3 and 152 lb uplift at joint 1. 7) 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 A naming -Plmst thorooghlyrdrtei the 'A-1 ROOF TRUSSES rSRIERI,GENERA, TEAMSA(ONORT1ON5 CUSTOMER('BUTfR') ACRNO11111 nor farm. ywy dtsign paromtless and read notes an this Tons, OesignDmring(IDO)and the Manuel Ma,fim, PA. get a,, Sheet before one. Ualee 6-ise slated on The TOD, only �Miley rontesfos plofes shill be cried loelM1elDD ldbemfd AsoLoss Designfngmeer(s4 SpeuohyEnginenj,Ihe ,mines aoyTOO represents antuepfanu of Me prolessfanol eogmteiing reponu3ility(or Nye design of the single Lnss depicted oo The IDOonly, andermE. mederEgnar;umpsan:,eadingroneiriaa:, MANUEL MARTINEZ, P.E. suilabi(dy and ate olthis0uss larnny Ridding is them,poosibtOyol the Onrcrlhe0—i', mthofred agent or The Building Designer, in The context dtheiRC, the ER(, The loml holding rode andR4l. The approval of The SOD and any Odd use of Tht Trans, induding bandring,stomp, iastolfalionvnd bracing, shall be the #047182 ,esportsibifity of the BaOdinpOnigba and ConhaUn: All notes set vailslhe TOD and the Swim a ad guldelim of the Building Camptrml Safety la♦warsticn(B(Sq published by Rl and SRCA ere Weitnsed for general guidon. PH dtfion the respansibiftits and darts, of the Truss Design, loss Design Engneer and 10019 (horlton (ir. Truss tlanutodnme,lees oMerroe defined by a Coafro0 agreed upon in rriOng by ollpmdn mmlred. The Tru„ Oe0go Foginee.is NOT lbe Building Designer o, Loss Syrt- Fall—, Tor any building. All Caphobaed Inn, are or defined in Rid. Copyright ©2O15 A4 foul Trusses- Manuel Martinet, P.F. Reproduction of This darumenb in any form, is prohibited rrish rlrtNen permission hem A-1 Roof Trusses -Manuel Martiner, P.E. Orlando, FL 37832 Job ` Truss Truss Type Qty Ply A0642240 1;3172 :- JI Jack -Open 1 1 Job Reference o tional e4 4A••17.7t17n4G Dn..e Al ROOF TRUSSES, FORT PIERCE, FL 34945, cesign(ma'ltruss.com Run: 7.640 s uce t zu ID ri ne. t.u"u o s..,ot cc y I D:J KjH KutxRFD GmK?IXiQMZnyB2Nu-TAo? b KO5841 pH2gRZoV EKXai_Xlx8J p80Xm 6ogyA1 3x8 II ►SOAK Dead Load Defl. = 118 it LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.19 3-8 >462 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.25 3-8 >344 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.04 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 24 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 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 ouide. REACTIONS. (lb/size) 2 = 243/Mechanical 3 = 97/Mechanical 1 = 449/0-8-0 (min. 0-1-8) Max Horz 1 = 122(LC 8) Max Uplift 2 = -156(LC 8) 3 = -10(LC 8) 1 = -176(LC - 8) Max Grav 2 = 243(LC 1) 3 = 115(LC 3) 1 = 449(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - '.&,,Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. II; Exp D; 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 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 156 lb uplift at joint 2, 10 lb uplift at joint 3 and 176 lb uplift at joint 1. 7) 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 Nmning-Plmse lhomugAlymvier the'A•I BOOFT➢USSES ('........ 'at IT, A(D..IIIUBSCUSi.MEg(BU.... M.TH.E06FMERr(o...yerOTdesignpmumeteuandrmdaotesoalhis Tmm Design DrewmgnDOd and the Mrnnel Mordne P:PA fe ebr eelh teD"a. Unl sothmris' stedo"A IOg'd ly I•+ Ruleg romesfor plains shall6e used lorlde lDBlo 6e �o�d. As sTmss O<siga Fngiaeer fie-dpedalry Fngineer6lAe seal an anyTOD repmsenhonarrtptonrc oNhe proletsionol enginemiog wsponu3ilily for the d' go of thesingle Truss d<ptledo .6e10D niy,-der 1P . She desigPc�iumpti�ns; din�/r ad -'a `BANUEL MARiINEZ, P.E. �tuit.1,11 aadoseotthisTruss(orasyUhlingisthewsponsibihryolTheOaner,theOwnersauthorizedgmlartheBuildingDtsig-Joth—orextolthefflbeIBC,lhelomlhuldiogmdoaodTPl•1.TheapprotolaltheTDBandnot,fielduseo'11111. - ss,��dudigbvad4ayyaLoge,,�j�.o,Ue�i�eaa�i (�3,s'-{}Ihelhe #04ZI81 ! mspansibiltyofth, Build' ngDesigner and (anauchn, All notetset not inThe 00and the pwrtitesand guldnbaesofthe Bulldi.9Component Sdetyldmmofion(B(SI)pubbshedbyTPland SBCAare «lereoadlet general gulderse.ITT-]delines the fapeast, �l�tsao�ddEv"'ufshela,%BeTlgneyLussUiL§nTo ter ad 100 19 (horlton (ir. ims%Mandaelmer, unless otherwise de8redby a Carrion agreed upon in writing by all parties inual"d. the Truss Design Engineer Is NOl The Building Brillion, or Irms Sy*ro Fngineee tar say buildng. All (opnolad toms me os deboed is IPI•I. (epyright©2015 A-1 Real Trusses -Manuel Mortiner, P.F. Reprod.rk. of this document, in any [arm, is prohibited with written permission Them A-1 Rod Trusses -Manuel Mortinar, P.F. Orlando, FL 32832 Job Truss Truss Type Qty, Ply 63172 JK Jack -Open 1 1 A0642241 Job Reference (optional) Ai ROOF TRUSSES, FORT RERC E, FL_ 34946, deslgn(N_altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Dec 11 14:12:20 2015 Page I D: J Kj H Ku tx R F D G m K? I X i Q M ZnyB2 N u-TAo? b KO5841 p H2q RZoV E KXa m 3XrL 8J p8OXri16 o gyA 1 I 4-5-13 8-4-11 4-5-13 3-10-14 3x8 II LOADING(psf) SPACING- 2-0-0 CSI.I DEFL. in (loc) I/clef! L/d TCLL 30.0 Plate Grip DOL 1.25 TC 10.57 Vert(LL) 0.27 3-8 >375 360 TCDL 15.0 Lumber DOL 1.25 BC 10.43 Vert(TL) -0.38 3-8 >263 240 BCLL 0.0 ' Rep Stress Incr YES WB '0.00 Horz(TL) 0.05 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 31 WEDGE Left: 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 = 288/Mechanical 3 = 116/Mechanical 1 = 512/0-8-0 (min. 0-1-8) Max Horz 1 = 141(LC 8) Max Uplift 2 = -186(LC 8) 3 = -11(LC 8) 1 = -201(LC 8) Max Grav 2 = 288(LC 1) 3 = 139(LC 3) 1 = 512(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf, h=22ft; Cat. II; Exp D; 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 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 girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 186 lb uplift at joint 2, 11 lb uplift at joint 3 and 201 lb uplift at joint 1. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1e/V gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard ad Load Defl. = 1/4 it N a PLATES GRIP MT20 244/190 Weight: 27 lb FT = 0% W.,dM-Pleau lbouug6ly uvierthe'A.1 ROOF TRUMI'SRIER1GINFIALT12115 hrdy designparametm, andreadnotn an Ibis Truss OesgnUoringSPl101 mrd th, Mo.,] Moniom, F.F. Refer-, sbul her use. Unless mhmise stated on lb, Fool only MANUEL MARTINEZ, P.E. A! NUek mooetlor plum sba06<mtd for the IDD to he voted. As o Lon Design fngioem (e. Spedalry Fogioeerj, the sml oo aay1D0 rtpresenh an a<rephnu of Ore professional eogioeeimg respoosibilily fat thedesign of the swgle Truss depicted on ifie TOO only, under TPI1. The design—raptims, IooBmg con&lions, w0ablfity, and use of N, Truss for toy Building is amspohsibDAy of the Ocher, IN 0-iron aulhorired agent at lbe Building Designer, in the tonteel of the IBC, the IBC, the lomlballing <od,andTPld. The opptmofaThe TOO and any field use oflhe Truss, induding hatdgng,storage, insfalloAon and bating, shall he the #041182 uspensibifityofthelailingDesignerandContractor,AllnoessetoafislbeADOandthepraaleesandguidelinesoflkgoild-mg(onipaneasSddyInf—eim@CSQpablishedbyTPlandSBCAarerdereoadforgeneralgoldenee.TPbldefinesthemponsibilitsanddutiesoftheTrussDeugneghumDesignEngineeraad t0019(harliDn(ir. Trans 11onufaUmm, a0us other-ise defined by o Cont t agreed upan in writing by .11 pmties welved. the Truss Design laginen 1s NOI Ibe Building Deslg-ar Imn System Engineer far any building. All Capftchud Mon, an, as Mead in IPId. Copyright ©2015 A-1 Aaai Trusses - Manuel Aloliner, P.I. Aepiodurtfon of this domment, in any farm, is prohibited with written percrisslan from A-1 goof Trusses -Manuel Mortiner, P.I. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0642242 63172, JL Corner Jack 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 1.640 s Oct f ZUi b ME f eK industries, Inc. Fn Uec 11 14n2:21 2ui5 rage ID:JKiHKutxRFDGmK?IXiQMZnvB2Nu-xMMNpfPivOQgvCPd6WOTtl7xSx8Ptm31cBWgKGyA1 B Dead Load Defl. = 1/16 it 3x8 II 0-10-8 5-4-5 Plate Offsets (X,Y)— [1:0-1-7,Edgel, [1:0-0-14,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.10 3-8 >739 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.13 3-8 >586 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 2 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-S) Weight: 21 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 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 = 200/Mechanical 3 = 84/Mechanical 1 = 395/0-8-0 (min. 0-1-8) Max Horz 1 = 105(LC 8) Max Uplift 2 = -128(LC 8) 3 = -12(LC 8) 1 = -155(LC 8) Max Grav 2 = 200(LC 1) 3 = 97(LC 3) 1 = 395(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1') Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf, BCDL=5.Opsf,- h=22ft; Cat. II; Exp D; 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 128 lb uplift at joint 2, 12 lb uplift at joint 3 and 155 lb uplift at joint 1. 7) 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 darning- Please thoroughly ¢via the 1.1 ROOF TRUSSES ('SEIIIR161NERA1 FIRMS d CONDITIONS CUSTOMER r801111ACRNOdIE06EMDNT' farm. Verify design p arrelen and rind notes oa this truss Design 0eoing (TOO) and the Manuel Martinet, Pi tefe,eo,e Sheef before use. Unless alfi—h'srated on the 1DD, only d enneda, plainsAd be urzdfarlheTDDlo-5d. AsoLoss Design Engineer(tie.$pedolry Enginam}the seol on anylOD rtprmenhanmepionrc of Nyeprolessionolenyaeering responsi6ilirytnr die design of the singleTrust depictedon the IDD�alyunderlP4l. the desige ossumpfionsbafiittp mndiliasMANUEL MARTINEZ, P.E. etabib and use ofthblmsfaranyBuldiagistheiesponsibi!4ofthe0ener,theO.nor'southoundogaatortheBaitingDesigner,intheromelboi ea1.1.the11C,theHIC,thelotdingwdeaadRop if-1.Theproralaf[heTDDandanyfieldusedtheT—,inductingbonding, dmage,irniellafianandbr.sln&A.11bethe #047182 /!\'O rwponsibifiry of 16e BaOdiag Oeignm ond(o.hod.r. AD noteismout in the iDO aodihc pratlim and griddinetatihe BoildNgComponem5deq lydormotion(B(SQ Publish.d hylPl and f!(A mereln.nedfor gmrcrolgui-0once.TPI-Idefinn N,esmponsihl6fieted duties of the Truss Designer, Turns Design Engineer Dad 10014 (horlton (ir. Truss YnaufaMmr, aalets at8ervise defined by n Comrod opreed upon is wriliog by all po,tlesmrolred. The rest Design [.glue, is NOT the Buiipoti Oedgeer of Les Systefogineer for any bmMing. AN Capimliud Ines me ns deNaed in fPld, 6pyrigh1©2015 A-1 gaol busses- Wind Martim, P.C. Reprodrudion of this damment, in any farm, is prohibited with written permissitn hem A -I Roof Trusses -Manuel Modiner, P.D. Orlando, FL 32832 Job Truss Truss Type Qty Ply 63172 JM Corner Jack 1 1 �' A0642243 Job Reference (optional) A9 ROOF TRUSSES, FORT PItRGE, I-L 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Dec 11 14:12:21 201@ 0-160 0-1 8 2-9-3 1-10-11 Plate Offsets (X,Y)— 11:0-2-13,Edgel, [1:0-0-14,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) Weight: 10 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 47/Mechanical 3 = 31/Mechanical 1 = 220/0-8-0 (min. 0-1-8) Max Horz 1 = 46(LC 8) Max Uplift 2 = -31(LC 8) 3 = -14(LC 8) 1 = -85(LC 8) Max Grav 2 = 47(LC 1) 3 = 31(LC 1) 1 = 220(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. II; Exp D; 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 girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable, of withstanding 31 lb uplift at joint 2, 14 16 uplift at joint 3 and 85 lb uplift at joint 1. 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 Winning - Pleaselhoro.ghlyrzvinthe'A-I ROOF IRUSSFS(0011,DENFRAITIRMSACONDITTORSCOSTOMFRCBUTERIAC(NOWHODIMINT'to,.R..Bydesign pusus,inand ,ad notes eethisTrustDnfgnDmrin9(IDO)andlb, Mound Mosner,P.F.ReletmrzSheolbefe"... Onto,,whndsestated onThe TOD, only !A !MANUELMARTINE�,P,E. Nnh muse0o, p1do ball be used In, the TOD To hevnuil. As a pass Design Fngioeer(Le-spedohy fngia"'L[be sedan any TOD mpresenh oa."'Flan. al the pralessional.nginmting mspoau6i61yfor the design of the single T,nss dephted on 16, TOD only, order TPI-1. The design ossumplions,bading"onditi..s, suilbllity east use al Wls pass for any Ulding is[be 'spinsiWily.l the O.n.11he Oros($hiloo4d.goal or the Budding Wiles', in the mtdeaofthe N(, the lK, the Total Wilding ad, and lPlJ.The oppmml al The TOO and any Field use of the Truss, Faduding handling,sfo'ge, lmtalloNon and bm"ing,sholl be the #047182 msponsibigryoftheBuildi.gDnigmadConhaa,.AllnotessnoutintheTODandthepm0it.sandgaidcfindoftheBuitlusg(ompoamtSaleyInfatmation(B6i)publioNdbyTPIandSA(Aarenfesontedfarpostalgoldoote.TFI-1definestherespan,ibi6fiesanddudesofthet,ussDesigner,Im,DesignFngle..and 10019(horhon(ir. Loss Monufoslmr, notes, otgenhe defined by. (oaba0 agreed upon to niltng brag pa tin l,al,ed. The In's Design Engine.. is NOT the InUog D.dgner a, Pass System rngin..r Inr coy baddlg. An (aplidmd I..ms me at defined in IPId. Copyright ©2DIS Ad Rool Trusses - Manuel Martinet, P.F. Reprodunion of this damment, in any form, is prohibited with written permission horn A-1 Roof Losses - Manuel Madiner, P.L Orlando, FL 321132 Job Truss Truss Type Qty Ply A0642244 63172,-;. JN Corner Jack 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Dec 11 14:12:21 2015 Page I D:JKjHKutxRFDGmK?IXiQMZnyB2Nu-xM M N pfPjvOQgvCPd6WOTtl73gxGFtm3lcBWgKGyA113 3-3-3 0-11-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef! L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) -0.00 8 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.00 8 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 60/Mechanical 3 = 39/Mechanical 1 = 25310-9-4 (min. 0-1-8) Max Horz 1 = 47(LC 8) Max Uplift 2 = -37(LC 8) 3 = -15(LC 8) 1 = -101(LC 8) Max Grav 2 = 60(LC 1) 3 = 39(LC 1) 1 = 253(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. 11; Exp D; 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 37 lb uplift at joint 2,115 lb uplift at joint 3 and 101 lb uplift at joint 1. 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 PLATES GRIP MT20 2441190 Weight: 12 lb FT = 0% Naming -It —la —SEMI, retie.the -A I ROOF TRUSSES I ifl(FRl. GENERAL TERMS & CONDITIONS CUSTOMER r8UTER?A(RNOWIFODFMENrTo- Writy design luu meters and read notes on this hens Oefgnorowing POO)ondThe Manuel Mt'j, Ste Rtwu.Wit StfomuYe'Voles(sfo¢,lrrise€late age lDO, "ly /� Idiiek ronnettorplates sM1ali be osedfot theIDDFohevof�d.AsoTtotsOorign Fnginzer(.e,Spetiohy Fnginarj,the ,of an our TDO rein-1,noaaeptonte of the professiard eaginemIng responsibility(of the design of the sigfeLuss de".deal NDfoah,a rVI Rr ngnp�su�9A jgmndilioo MANUEL MARTINEZ, P.E. sarobirly and use of this Tlms for a" lulling is the responsibd8p of the Dane,, the Ormriaothoraed agent or the Wing Onigncr, in She mnt.At of the IRC, the I8(,The taint bugling mde and TEN. The oppmml onhe TOD and onp Vel�tof lh ur ub� t;"o ng.'to .11.a 916 la shall he the #QQ%Iej ,asponsibddP of the Bolding Oesigmr and Corrrador. AD error Wanda the Too and the prorfimaod geidlineso11hcBuildingComponwl Safetylrtormarion(BESI)pabliehed by SET and SSiA ore eferwred for general guidon. IN deFm the respws hhesan�dultn of the Truss Dengner, N. Odga Engineer ad 10019 (harUan Cir. imn ManufaOurnC uekss otAerrisedefioed trp a CoahaRagreed upon io rrifing br all pmdn nrolred. the Truss Design Engineer Is NOT the Buldiog Desigeerot Trms System Tngmeer far nay building. AO Capitalued Isms are of defined in IPI-I. Copyright @ 2015 A-1 Roof Teams -Manuel Martinez, P,f. Reproduction of this dornaunq in any form, k prohibited rich.ritten permission from A-1 Roof Trusses - Manuel Martinez, P.L Orlando, FL 32832 Job Truss Truss Type Qty Ply 63172 JO Corner Jack 1 1 A' A0642245 Job Reference (optional)J rA i ROOF MUSSES, FuK T eiERGE, FL 34u4b, designLa'rtruss.com Run: 1.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Dec 11 14:12:22 2015 Page ID:JKjHKutxRFDGmK?IXiQMZnyB2Nu-PYw10?QLgiYXXM_pgDXiPygEgLcWcDJRrrFDtjyA1 E 1-10-12 1-10-12 2x4 = 1-10-12 1-10-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.00 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 6 lb FT = 0% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP N0.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 107/0-8-0 (min. 0-1-8) 2 = 63/Mechanical 3 = 37/Mechanical Max Horz 1 = 32(LC 8) Max Uplift 1 = -41(LC 8) 2 = -38(LC 8) 3 = -11 (LC 8) Max Grav 1 = 107(LC 1) 2 = 63(LC 1) 3 = 37(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf, h=22ft; Cat. II; Exp D; 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. 1 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41 ib uplift at joint 1, 38 lb uplift at joint 2 and 11 lb uplift at joint 3. 7) "Semkrigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ' Waning -Pleasethoronghiymrivthe 'A-1ROOF TRUSSES rSH1111.DCRfRATERMS ACONDITIONS CUSTOMER rBUMJA(NNOWIFOGEMENI'Form.yedydesign parametersand"ad oohsonthis hussDesign (having (RUDE andthe ManuelMmfim,Pi.Refer— Short beforeuse. Unless otherwise stated an the IDD,only MANUELMAR7INEZ,P.E. /!\Mdekmnnedw plot. shelf be used for the ROD to b... Ed. As.hn, Oesiyn Engi.e.(ie,5pedalry [ngioecrI the session any TOO repn als anamptontt of the se.lessiond eaginessiag,,le.'Liliry Too the design of the single Tr.s dapirted on The TOP only, under E1I-1. the desge ossumpfiam, kad�ng mndilions, suitability end as, fW,Etas, for any Building is the resp.mibihry of lha(least,the Owmr'southarhed aged at the Building Designer, in the<.Meet of the FIT, the HIT, the lasol bugdmg soda and TPH. The opRmral of TOD and any Geld use of the Loa, iod4ag beadling. stemp, installation and braving, shoU he the #047182 r.pansibiriry of the BuiMiog Design.ondConhador. AU notes maul in the IDO and the psanists and 9.1dehres ofibe Building(ompone.IScfety lnfoemation(B(51) published by IN and SECA are r -ramdfor general guldonre.11144 defines the mspaasibihlies and duties al the Truss Designer, Tams Design inglaw and 100 19 (hodfan (ir. 1— MaaufotNmr,..last at6mise defied by a Cosnod agreed upon in writing by all pmsies involved. The Emss Design F.gin.r It XDI tke Auldiog Designer or hnss System Cngine.ler any huiHmg. l0 Copaoined I.ms use os defined in IPI•I. Copyright©201S A-T Real Trusses -Manuel Martinet, P.C. Reprodottion of this damment, in airy form, is prohibited with wirffea permission hem A -I Roof Trusses -Manuel Madinet, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0642246 63172,a JP Corner Jack 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Dec 11 14:12:22 2015 Page I D:J Kj H Ku txR F DG mK?IXiQMZnyB2N u-PYw10? Q LgYXXM_pg DXi PygC I La?cDJ R rrFDtjyA 1 I 3-0-9 2x4 = 3-0-9 LOADING(pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.01 3-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -0.01 3-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) Weight: 9 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 3-0-9 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 175/0-8-0 (min. 0-1-8) 2 = 105/Mecha6ical 3 = 49/Mechanical Max Horz 1 = 51(LC 8) Max Uplift 1 = -68(LC 8) 2 = -66(LC 8) 3 = -8(LC 8) Max Grav 1 = 175(LC 1) 2 = 105(LC 1) 3 = 53(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. II; Exp D; 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 68 lb uplift at joint 1,166 lb uplift at joint 2 and 8 lb uplift at joint 3. 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 Warning- Please 14-gibly aniv the 1.1 ROOF TRUSSSSrSF(IE11 DSNSRAS TERMS & (ONDITIORS CUSTOMER ('BDIFRI A(rNOW(FOBFM11117 Form. Verily design panemders and read notes on this Lust Design Dm.ing fIDO) and the M4.i Mot ' Kin a "ue.sp befi?u("llo sl,olhe .iiq lakd an the DD, only 'd � k MANUEL MARTINEZ, P.E. �Alikkunuedor plates shell be used Wits, TOO to be solid. AsoLurOnign Engineer.e.Spedalty Engineerj, She seal on anyT00 repressnls an oaeplanm althe professional eagineming rcspoatibility far �edesignol lhs singlaLuss depide oa the to oa�hy}un er TPFI. trig. diiompfio s, b.dingro bass, testability and use of This truss far any Enibing is the nespusubORy of the O.ner, the User's o.thorhed.Seat or the Building Otsigner, in the rooted of the IR(, the 18(, the loner building rude and TPld. The oppctol of the TOD and any field use of the Truss, inlud'mg boodfng.slings, Installiton and b,s,ing,sho0 be the #047182 respamibibty of the AuOding Deigner andCodrador. All notes set .utre the IDD and the pradhr and guidelines ofth, Building Urnpontal Semsy Information(IIESI( published by Rl and SBiA are iefrrnad for general Rubbers.TFI-I defines the nrit-ibilik, a ad lure, of the I s Designer, Truss Design rngnea and 1001 (tO . Truss Mn.ufadmer, ealess othsreiss defined by a feet tagreed upon in writing by all posies i... lend. The hersDesign (nginer IsNOT [be Btoner ullring Designer a,Tm,siystem Engineer lot any building. [apXoliud ,a as defined in 1P14. 9 11DC1 n(Ir Capyright@201S A-1 Roof Trusses - Manuel Madim, P.I. Reprodadian o1 this damment, in any farm, is prohibited with written permission from A -I Roof trusses -Manuel Marlines, P.I. Orlando, FL 32832 Job Truss Truss Type Qty Ply 63172 JQ Corner Jack 1 1 W A064221,7 Job Reference (optional)e+ Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@aitruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Dec 11 14:12:22 2019 Page ID:JKjHKutxRFDGmK?IXiQMZnyB2Nu-PYw10?QLgYXXM_pgDXiPygAtLY1 cDJRrrFDtjyA1 I 4-2-7 2x4 4-2-7 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC 0.30 Vert(LL) 0.03 3-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.04 3-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) 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. 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 = 247/0-8-0 (min. 0-1-8) 2 = 149/Mechanical 3 = 59/Mechanical Max Horz 1 = 70(LC 8) Max Uplift 1 = -98(LC 8) 2 = -96(LC 8) 3 = -5(LC 8) Max Grav 1 = 247(LC 1) 2 = 149(LC 1) 3 = 72(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf, h=22ft; Cat. II; Exp D; 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 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. I 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint 1, 96 Ili uplift at joint 2 and 5 lb uplift at joint 3. 7) 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 Womag-flame Ihmalibly «Tiesthe 11 ROOF TROSSr1('Salnj, GENERA. HEMS A (ONOITIORS (US10M1Rr811BFglAQNOWIFOOEM1Ar'trim. Bendy design parameters and read oohs oa this Truss Design Drnring (100) and the Manuel MasNaez, Pi. Refer —Sheol before use. Onto,, cth-ise slated oa the TOO, only MdeR conaeslor plates sM1aD be usedfor the lDDfo be rood. AsvTmss Oniga Fogneer jie, Speciolry Engineerl, the seal on any100 mpresenh on eneptona of she profenionol engineesingrnponuhiliryfor the design of the sagleTruss depicted oo lbefDO only, ussder TPII. 16e desige ossamphans, bodng conditions, MANUEL MARTINEZ, P.E. saitablGq and use aflhis ftussfor ooy Bm1dmghshemspoasib0ity of lM1eDeher, lM1e DWrcr't auMomed ogentat the Bdldng Designer, Fn ilia mMeNaf Poe IBC, tha lB(, the lacol6uBding rode aodlPld. the oppsorol of the IDDondoay field me aflhe hus4 inducting boad0ng. tlmage,imlollalian and brining, shell he she #047182 !wspansibiblyoftheBoifdingDesignerand(oahalmAll,atnseloulI.theTOOaadthepsostisesandgeidelinesoftheInidegUeaponemSales,latosmarion(RCSI(published byTPlandSB(Aare10"foredto, gaoeralgaldonse.TPI-I dodoes the responsibilities and classes ofThe Ism Designet,Dust Design Ingham and 10019(horlion(ir, Seats Rewindumr,unless alb -ice defined by a Contend agreed upon fn snifmg by a0 pastfes mealeed. The Truss Design .aglow Is NOI The Building Dedgnef of Truss System Ing-, tar any building. AO (apftnliud tums as, os Wood in I11-1. Copyright© 2015 A-1 Roof Trusses - Manuel Martiner, P.I. Repradudion of this document, In any lours, is inhibited With Wtihen permission from A-1 goal Trusses -Manuel Martinez, PL Orlando, FL 32832 d l A-1 ROOF T USSES AfLORIDACORPORPOON 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 "SCSI 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 Tresses. Spanish versions are also available. i 2) All temporary and permanent bracing design, connection, material, and labor by others. 3) Tress 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 Tess 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 art 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) Tresses 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. 11) The specific engineered tress 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 trusfxo�Fy w.AlC '" ` T4 THD26 1781, 2485 2855 3060 2170 - 18-16d(Face) F1.13285.35 12 -10d x 1-1/2 (Joist) 06- o921.a5, RR 25843 HrU26 2940 3340 3600 1555 11- lod x 1-112 (Canted Member) 20.10d x 1-112 (Carried Member - Mox Nalling) 20 -16d (Corrying Member) 20 -16d (Carrying Member- Mar Nailing) T5 THD26-2 1781. 2540 2920 3175 7-285 1.8. 16d (Face) FL13285.35 12-10d (Joist) , 06- 0921.05, R-R 25843, 13116-R HHUS26-2 2795 3155 3405 I550 14 -16d (Face) 6-16d (Joist) HN26-2 2940 3340 3600 2175 20.10d (Carried Member -Mar Nalling) 10 -16d (Carrying Member- Max Nailing) T6 THD28 3.761. 3865 3965 8USS 2330 28 -16d (Face) FL13285.95 16 - 10d x 1-1/2 (Joist) , 06- , 0921.05, - RR 25843 - -- - - -- HTU28 3020 4340 4680 2140 26 - l ad x 1.112 (Canted Member - Max Nalling) 26 -16d (Co*ng Member- Max Nalling) T7 THD28.2 178:4 3950 4540 4935 2595 28'-16d (Face) FL13285.35 16 -10d (Joist) , 06- 0921.05, RR 25843, .13116-R HHUS28 2 4210 4770 $140 2000 22 -16d (Face) 8 -16d (Joist) HTU28-2 3820 4340 4680 3485 26 -10d (Carried Member - Max Nalling) 26.16d (Carrying Member- Max Nalllng) TS 'TH048 1781. 2540 2920 3175 2285 18- 16d (Face) FL13285.35 12 -10d (Joist) , 06- 0921-aS, RR•25843, 13116-R USP. Structural Connectors i i Name: Address: STRUCTURAL t ONNECTORS- Customer. A Wrek-Coa9mv Contact Number_ Fastener Comparison Table _ •r-= ���Co�rte_c�or=�c�ediiFe=�� ^= v=� _ter-+`-==r'� = — - �''s_�y.,.--p=rr- -.�.�. ""3.�'-ram --- -..� '_..¢t �iF� e.7Yc -� .^•_` �SP;Siodr-'i�os' /.�+G - .-+-a ���•� sten `ers���-��^��---e - z""�rar�r-a.-- �Re �"•ce:Nuu 'i`^Y`c�'4%-ti ����RegtnradzFasieiser`��--�: --_:_-:Gn°--�.�� - TI JUS24 4-10d(Header): LU52T 4-10d(Header) • 2 -10d (Joist) 2-10d (Joh* - T10 THDH26-2 20 -16d (R ce) UGUS26-2 2D -16d (Face) 8 -16d (Joist) 8-16d (Jost) - T31 THDH26-3 20-16d(Face) HGUS26-3 20-16d(Face) 8 -16d (36M) 8 -16d (Jos#) - uz THDH28-2 36-16d(Face) HGUS282 36-16d(Fcce) 10 -16d (Joist) 12-1Gd (Jb&Q - T13 36-16d (Face) UGUS28--3 36-16d(Face) ITHDH28-3 12-I6d (Joist) 12-16d(Joist) - T2 JUS26 4 - lod (Header) LUS26 4- IOd (Header) 4 -10d (Joist) 4-10d (Joist) - T3 MSH422 22-I0d (Face- Face Max Nailing) THA422 6-16d (CaT ied Member- Fare Mormf) 6 -10d (Face -Tap Max Nailing) 6-10d (Carried Member - Top Flwtge) 6 -1od (Joist -Face Max Naiing) 22- I6d (Face- Fao: Mount) 6 - lod (Joist -Top Max Nailing) 2 -16d (Face - Top Range) 4 -10d Crop -Top Max Nailing) 4-16d (rap - Top Flange) - T4 THD26 18 -16d (Face) HTU26 U -10d x 1-.i12 (Carried Member) 12 - lod x1112 poist) 20-10dx 1-112 (Carried Member - Max IVaW J) 20 - I6d (C.mybgy Member) 20 -16d (Crnrymg Member- Nax Nat h7q) - TS THD26-2 18 -16d (Face) HHUS26-2 14 -16d (Face) 72-I0d (Joist) 6-16d (Jost) - TG THD28 28-16d(Face) HTU28 26-10dx1-.i1Z(Carried Member - 16-10dx1-112 (Joist) Max Nairing) 26-1641f (Carrying Member- Max Nr87ing) - T7 TH028-2 28-16d(Face) HHUS28-2 22-16d(Face) 16-10d (Joist) 8-16d(Joisi) - Ts TH046 18-16d(Face) HHUS6 14-16d(Face) 12 -Sod (Joist) 6-16d (Joist) - T9 THD48 28 -16d (Face) HHUs48 22-16d (Face) I:L6 - lud (joist) 8-16d(Jast) 4 Aaares NOR 0-04 STRUCTURAL GDNNECiORS" cus amen A KrerCompaW Contact � 3N flange K� �' �y D right flange THD48 Pty. 1) Number: USP Structural Connectors l TYPICAL ALTERNATE BRACING DETAIL FOR EXTERIOR FLAT GIRDER TRUSS 12 TRUSS -24' o.c, UPLJFT CONNECTIM SHE R.00F TRU S5 EXTERIOR FLAT 4 12d MAX 30" (2I —5") X 2�..,` P BOTH FACES 4ata. •,,~��' J-NAiJqfJb8SIMPSON H 5 'IT 5OR.;��ORIDP,.�'�(y���� / 0 NJAL1 1109 COASTAL BAY BOYNTON BC,FL 33435 10/19/22 FEBRUARY 14, 2012 I Standard Gable End Detail I SHEET 2 ' MTek Indudrke Chmtrrfi K MO page Z Of 2 F%_� ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD �� Trusses 247 a.c. HOP.IZONTALBRACE (SEE SECTION Aft) Zx6DIAGwALSRA0ESPACEDee'o_C. ATTACHED TO VERTlCALWTH (4) -1 Sd n�I i ek Industries, IRoof Sheathing—� i COMMON WIRE NAILSAND ATTACHED TO G WITH N-Ind C ONs 1-31 MWL TTiSTHERESPONSIBILI YOFTHEBLDGDESIGNEROR THEPRWECTENGINEEVARarrECTTODESGN7iE LBRA NAIL DIAGONAL CEfD ONALBRA CEILING DIAFHRAGMAND I;SATTACHMENTTOTHE RUN1GON dNAILS 3AUSS.STORESLSi ALLOUTOFPLANELOADSiHAT JAYRESULTFMM THE BRACING OFTHE GABLE ENDS 9C 4 PURL M FASTENED TO FOUR TRUSSES ' WITH TWO 10 MAILS EACH FASTEN PURUN \ TO BLOC MG WITWO 1 od NABS (MIN) Diag_ Brace , \ \ of 1Jf3paints \ r PROVIDE7xtBLOCKINGBEWEENTHE TRUSSES L--ME�BOIUNGES ee - iineeded \ N EITHER �ASBN07 TOTRUSS6WTHM-IOdNAILSATEACHEND- ATTACH DWGONALBRACETOBLOCMG WITH M-10d COMMON WIRE NAILS - End Wall _NA ..-.. __. • t• CEILIM SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES SWILICTURAL GABLETRUSSES MAY I3EBRACED AS NOTM: STA[LCit1RAl IMETFIM1_ATACHAMATC3IBNGGAMEIMS3TOTREINSME CABLET RAL. FACE OFTHE STRUCCURAL GABLEAND FASTEN PER -ME LISS FCNlOW NNG NAA.INGSCHBWLE MEIHOD2_ATTACHZX SGAESTO-oWFAGEOFEACHVEiIMAL �ASALONG LiBWI ROt�iTHE=UCTURALGABLEPERTHEFaJJDWING VEMICAL NAILING SCHEDULE. SCABS ARE'TO BE OFTHESAMESZE.GRADE AAS2 SFECIESASTHETRUSSVERTICALS RAII.M SCHEDU F• FOR WIND SPEEDS 120 MPH (ASCE7-99. M 05).15a MPH (ASCE7-10) OR LESS. PJARALL F,,Ek ERSWITHoNEROWOF10dG131-X37AWLSSPACEDS-ELCL - FORWIND SPEEDS GREATS i 12D R1PH (ASCE 7.99, 02. 05� 150 MPH (ASCE 7-10) NAIL -ALL AGASEAS WITH TWO ROWS OF10il (.131- X37 NAILS SPACED v O C-,(2X 4STUDS MINIM" MAXIMUM STUD LENGTHS AIRE LIS ED ON PAG-I- ALL • BRACING ME MODS SHOWN ON PAGE 1 ARE VAUDANDARETDBEFASFMEDTI)THESCASSOR NLAYEDSTUD VERTICALSTUDS OFTHESTANDARD GAS-ETRUSS I QVTHEN EFIIDRSIDEOFTHESTRUCTURE AN AOEOUATE DIAPHRAGM OR OTHER MEM QF� CING MUST STRUCTURAL BEPRESFNTTOPROVIDE FLRILATERAL F�R}'bInT'�� aoTrOM GpBLETRUSS ' CHORD TORESLSTALLOUTCFPLANE [!A �G"OWN IN THIS DETAIL IS FORTHE VERTICAL ZI . •. Nt7TE:TH6DETA>LISTOBEUSEDONLYFOR � _ = N 34869= STRUCTURALGABLESWRH INLAYED STUDS.TRUSSESWIiHOUTWLAYED — -II•�I SYUD3ARENtTrADDRESSMWERE STATE OF = ,` EGA LETRUSS I ��i S :ORIQP =,q�i`� o'YIA �'� ��`` 1109 COASTAL BAY BOYNTON BC,FL 3343! FCBRUARY 14. 2012 FV J L I c� Q rya Wralc Industries, Inc SECURE VALLEY TRUSS W/ONE ROW OF15d NAILS S' O.0 - DETAIL A (MAXIMUM N T.S. r RUSSED VALLEY SET DETAIL I ST VALLEY SYP GALE END_ CGsIWON TRUSS - MST k Ind ties. Ct,,t Wr W. Mo Page 1 of 1 GENERAL SPECIFICATIONS 1. NAIL SIZE= 3.5' X D_l3l' =16d 21NSTALL VALLEYTRUSS6 (24' O.0 MAXIJALI Ij AND SECUREPER DETAILA 3. BRACE VAL LEY WEBS IN ACCORDANCE WITH THE INDIVIDUALDESIGN DRAWINGS 4- BASE TRUSS SHALL BE DESIGNED WITH A PURUN SPACING Cell III nIAPJTTn TPP RAKE nimFN-Rnm OFTI4E VALLE`(TRUSS SP=NC- AoN TRUSS i WIND DESIGN PER ASCE 7-K ASCE 7-02, ASCE 7-05 lm MPH WIND DESIGN PERASCE74M 1S0 MPH AT rACH 2x4 CONTINUOUS NO-2 SYP MAX MEAN ROOF BAUM I HR FEET TOTHEROOFWJTWO16d D_131-X33')NAILS ROOF PITCH 13UM tdUtA3+l2MAXtMUlN10i12 { CATEGORY 11 BU1Li31NG INTO EACH 13ASETRUSS- EXPOSURE C OR 13 WIND DURATION OF LOAD TNCR 11r6! I l J I J MAXTOPCHORDTOTAL LOAD ,Ep�0 MAXSPACING-2# O-r-9A!3r4 M MINIMUM REDUCED DEAD t4 D F ON THE TRUSSES ` *_- N 34869 =� I O' 1D 19/ - STATE ol= _fiCOI2LDR C?`� 1" SHEATHING)/,J�NA �•�l'1 1109 COASTAL BAY BOYNTON BCrFL 33435 FCil uopy �M OCTOBER 1. 2006 O OO �a MiTek IndusLies, Inc. SIDE VIEW NEAR FAR SIDE TOE -NAIL WITHDRAY14NL VALUES PER NDS 2001 (lb/nall) DIAM. SYP CF HF SPF SPFS .131 I -;Iu 4S.1 1 315 29.9 203 O _735 I W.3 475 I 325 307 209 ;n 162 I 72.3 57.0 1 39.1 35-9 25.1 ai O Z 128 53.] 41B 26.7 27B 1B$ j 131 543 42 a 293 27.7 i8B r 149 614 483 332 31.3 213 ai n _1''m 459 74 23.4 153 O .128 49D 38.6 265 25.0 17.0 o .131 50_1 39-5 27.1 25.6 174 _143 565 44.5 30.5 0-9 795 UPLIFT TOENAIL DETAIL f ST TOENAIL UPLIFT mr m : lyd Fuswes, ch-- w, Ma Page I of 1 NOTES 1.TOE NAILS SHALL BE DP.IVEN AT AN ANGLE OF 30 DEGREES WTIHTHE MEMBER AND S PJZ7i ED 113 THE LENGTH OF THE NAIL FROM THE MENSER END AS SHOWN- 2 THE END CISTANCF— EDGE DISTANCE, AND SPAQNG OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THEWOOD- 3. ALLOWABLE VALUE SHALL BETHELSSER VALUE OFTHEBOTTOM CHORD SPECIES OR TOP PLATE SPECIES FOP MEMBERS OF DIFFERENT SPECIES TO) OF WBAS SHOWN ARE FOR n1UsTRAncN PURPOSES ONLY I I-WWfIIl�/l�i VALUES SHOM ARE CAPAQTY PERTOENaIL. AFPLICAKE DUP.ATION OF L DAD INCREASES MAY SEAPPLIED. EXAMPLE (3) -16d NAILS (Ab-r darn. x 3-T] WITH SPF SPE3bES TOP PLATE ForWnd DOL of 133- 3 (pits) X36.8 (INnad)X 1.33 (DOL forwind) = 145.6Ib Maximum A4ovaable UpfrftReection Dua To Wald For'vMnd DOL of 1.50. 3 (nails) X 36.8 (lbinaii)X 1.60 (DOL forviind)=176.61b Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on theTniss Design Drawing is more than 146.8 Ibs (175.6lbs) another mechanical uplift connection must be used_ USE (3) TOENAILS ON 214 BEARING MM "'USE(4)TOENAILS ON 2xS BEAR NG WALL 10119/32 ,,,1L111111J/!7 * • N 34869 — 3 � Luz STATE OF -Z— '�i S 'FLORIDA;�` 1109 COASTAL BAY BOYNTON BC,FL 3343S • JULY D, 2015 a•w TYPICAL HIP/KINTG JACK CONNYCMN ST- CORNERSET THUS S-V S :i4 FLORIDA IL00bl AT.10k Attach End Jack w/ (4) 16d Toe Nails TC & (3) Toe Nails BC x 0 N GENERAL SPECIFICATIONS 1. MAX LOAD: 55 psf Roof Load,170 mph, ASCE 7-10, 25-0" Mean Height, EXP C. 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) Attach Corner Jack's w/ (3)16d Toe Nails TC & (2)16d Toe Nails BC (TYP) Manuel MartinJ�•z;m s-= 01 arr-e n tf��