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HomeMy WebLinkAboutTrussRECL. n"T 17 2917 A-1 ROOF TRU55E5 A FLORIDA.CORPORATION RE: Job 69778 Site Information: Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 Customer Info: COASTAL CONSTRUCTION AND DESIGN, INC. Project Name: HALBERT LOT 52 WATERSONG Lot/Block: Model: Address: SITE 52 WATERSONG, ST LUCIE COUNTYubdivision: City: County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: James Bushouse License #: 20311 Address: 1176 SW 4th Court City: Boca Raton, FL 33432 General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 170 MPH Roof Load: 46.0 psf Floor Load: 0.0 psf This package includes -107 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I; am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date 1 A0129122 A01 10/17/17 13 A0129134 A13 10/17/17 25 A0129146 CJ3P 10/17/17 2 A0129123 A02 10/17/17 14 A0129135 A14 10/17/17 26 A0129147 CJ5 10/17/17 3 A0129124 A02A 10/17/17 15 A0129136 1301 10/17/17 27 A0129148 CJ5A 10/17/17 4 A0129125 A04 10/17/17 16 A0129137 B02 10117/171 28 1 A0129149 CJ5P 10/17117. 5 A0129126 A05 10/17/17 17 A0129138 B03 10/17/17 29 1 A0129150 HJ1 10/17/17 6 A0129127 A06 10/17/17 18 A0129139 B04 10/17/17 30 A0129151 HJ2 10/17/17 7 A0129128 A07 10/17/17 19 A0129140 CA 10/17117 31 A0129152 HJ2A 10/17117 8 A0129129 A08 10/17/171 20 A0129141 CJ1A 10/17/17 32 A0129153 HJ2B 10/17/17 9 A0129130 A09 10/17/17 21 A0129142 CAB 10/17117 33 A0129154 HJ2C 10/17/17 10 A0129131 A10 10/17/17 22 A0129143 CJ3 10/17/17 34 A0129155 HJ2P 10/17/17 11 A0129132 All 10/17/17 23 A0129144 CJ3A 10/17/17 35 A0129156 I HJ3 10/17/17 12 A0129133 I Al2 10/17/17 24 A0129145 I CJ36 10/17/17 36; 1 A0129157 1 J4 10/17/17 The truss drawing(s) referenced have been prepared by MiTek Industries, Inc. under my direct sunervision based on the Darameters Drovided by A-1 Roof Trusses. Ltd. Truss Design Engineer's Name: Anthony Tombo III My license renewal date for the state of Florida is February 28,2019. NOTE.The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of components for any particular building is the responsibility of the building designer, perANSI1TPl-1 Sec. 2. The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to at times as 'Structural Engineering Documents) provided by the Building Designer indicating the nature and character of the work. The design criteria therein have been transferred to Anthony Tombo III PE by [A1 Roof Trusses or specific location]. These TDDs (also referred to at times as 'Structural Engineering Documents) are specialty structural component designs and may be part of the projects deferred or phased submittals. As a Truss Design Engineer (i.e., Specialty Engineer), the seal here and on the TDD represents an acceptance of professional Anthony T. engineering responsibility for the design of the single Truss depicted on the TDD only. The Building Designer is responsible for and shall coordinate and review the TDDs for compatibility with their written engineering requirements. Please review all TDDs and all related notes. Page 1 of 2 This item has been electronically signed and sealed by Antnony Iombo ]II, on 10/17i17 using a.dlgita,I signature: Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 /44 ROOF These truss designs rely on lumber values established by others. TRUSSES A. FLORID.ACORFORATION, RE: Job 69778 No. Seal # Truss Name Date 37 A0129158 J5A 10/17/17 38 A0129159 J6 10/17/17 39 A0129160 J7 10117/17 40 A0129161 HA 10/17/17 41 A0129162 J7P 10/17/17 42 A0129163 MG01 10/17/17 43 A0129164 MG02 10/17/17 44 STDL01 STD. DETAIL 10/17/17 45 STDL02 STD. DETAIL 10/17/17 46 STDL03 STD. DETAIL 10/17/17 47 STDL04 STD. DETAIL 10/17/17 48 STDL05 STD. DETAIL 10/17/17 49 STDL06 STD. DETAIL 10/17/17 50 STDL07 STD. DETAIL 10/17/17 51 STDL08 STD. DETAIL 10/17/17 52 STDL09 STD. DETAIL 10/17/17 53 STDL10 STD. DETAIL 10/17/17 54 1 STDL11 . STD. DETAIL 10/17/17 55 STDL12 STD. DETAIL 10/17/17 56 STOL13 STD. DETAIL 10/17/17 57 STDL14 STD. DETAIL 10/17/17 58 STDL15 STD. DETAIL 10/17/17 59 STDL16 STD. DETAIL 10/17/17 Page 2 of 2 Job Truss Truss Type Qty Ply A0129122 69778 A01 Common 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@al truss.com Run: 8.120 s Aug 16 2017 Print: 8.120 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 17 10:44:34 2017 Page 1 ID:IMTa5WVdxJ7_cFOOWg_MyeyiLhV-cnh9WijBIAM01UTEeAAhBXI ToTnZ5ODeNOrg2ySYMh 84 -8 16-0-0 i 23-7.8 i 32-0-0 -0-8 i 87-7-88-0-8 7.00 12 5x8 = 14 21 22 13 23 12 24 11 25 Zb 10 Dead Load Defl. = 5/16 in 3x4 = 4x6 = 3x4 = 3x10 II 3x8 = 2-4-0 32-M = 2-0-01.dn II 11-53 20-6.13 294" 30,Q-0 2-2-M 9-1-3 9.1-10 9-1-3 o 0-4-0 2-M Plate Offsets (X Y)— [1:0-8-0Edge] [9:0-8-0Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.22 11-13 >999 360 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.55 11-13 >593 240 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.04 10 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix -MS Wind(LL) 0.31 11-13 >999 240 Weight: 213 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 6-4-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 14 = 1472/0-8-0 (min. 0-1-13) 10 = 1472/0-8-0 (min. 0-1-13) Max Horz 14 = 525(LC 9) Max Uplift 14 = -765(LC 12) 10 = -765(LC 13) Max Grav 14 = 1562(LC 19) 10 = 1562(LC 20) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1681/839, 2-3=-2447/1505, 3-4=-2316/1482, 4-5=-225B/l511, 5-6=-2258/1511, 6-7=-2316/1482, 7-8=2447/1505, 8-9=1681/839 BOT CHORD 1-14=-918/1728, 14-21=-918/1737, 21-22=-918/1737, 13-22=-918/1737, 13-23=382/1203, 12-23=-382/1203, 12-24=-382/1203,11-24=-382/1203, 11-25=918/1728, 25-26=-918/1728, 10-26=-918/1728,9-10=-918/1728 WEBS 5-11=-415/721, 7-11=-682/648, 5-13=-4151721, 3-13=-682/648, 2-14=1566/1263,8-10=-1566/1263 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 765 lb uplift at joint 14 and 765 lb uplift at joint 10. LOAD CASE(S) Standard tear-n�,amyulR.�. m•ia roar nosse[uuu3at�r mtn a cmomass rosrou4-rarayursustt�unr m:n r�mm �ammmi r : un:mnu::nmF,�{laq®am ra�gt rut: m,r� retrm,,fw:ra.e:v uiEc+:n�.�::mdom rtn..ar wlsto dm:strllki:drxd<xar::aaurrmso rr�3(u,-ymruPeadesdusftmymmo:eya:amrntsudey,w�mr �aaxr:u;duesuyarmirysanaetooalr.utamirgkq:sao8a�gm�ucard�ne Anthony T.Tombaft,,P.E. orn:dry:rm:ru�uu*:rum::q::.�gama.m,ma:eAnhel gr6nMktfapa�¢e,n&utled dSe aC�e lt(dmlmi�igoHdmL ltr gHmia8:0aWagf•Omd9:ims,hd�fnr6ndsy avyama"a5aalkaur sidlkhngmWiryd 380083 merar�o:pval6ef:meraedusamae�tapufzePcaa�rr sdlEafarO;salk4rytuzdmalOQrdfidallrlrnlSQlc':doxnldry�dradQetFFlido:s&rtgnbdn®/GMtdlkLn.0. e,Trcnce�:rNnaorrn:su u n,d:ss' 4451it.LucieBIA. :dn,InkScNN:raemgmdgnhhblhal rv7as anh:l l6 rmtCeUp6�uaranU rtitligartlrx:,nLnslyd:s erwv a:gtsl4q. laaµdReltn�;maraud ieIDl. Fort Pierce, FL 34946 (opyright®1QI66dtoolT:osses•AmhooyLlomhoiO,P.E Rtprodoniaaollhisdommeoyioeoyform,isp:ohihdelrhhootiheminenprmiscicoheoklPoolimsrer-WhonyT.TanhoIII,P.r. Job Truss Truss Type Qty Ply 69778 A02 Attic 12 1 A0129123 Job Reference (optional) Al Root Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Aug 16 2017 Print: 8.120 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 17 10:44:35 2017 Page 1 I0:IMTa5V VdxJ7_cF0OWg_MyeyiLhV-5zFXk2jpVUUFfe2QBthwklgDpCmfleXNt1mPMUySYMg 13.1-5 20-1-12 i 11-104 11-A-5i - -2-0-0 &1101Al2 29139 37-0-7 �70-7 707 4-9.13 11 20011 1-2-6 D-0-11 7.00 12 5x6 = 3x4 = Dead Load Defl. =1/4 in 2x4 11 5 3x4 = 5x6 i 8 2x4 II 6 5 9 5x6 4 19 10 2x4 1.5x4 11 2x4 �i 317 11 3x8 II 2 3x8 11 12 1 2 130 10 C5 18 17 16 _ o 15 14 _ 3x10 = 3x4 = 5x10 MT20HS= 3x4 = 3x10 II 2-0-0 32WO = 2�J1 11-104 20.1-12 29-8-0 L 2-M 9-0A 8-3A 9-6-4 ow 04-0 2-M Plate Offsets (X,Y)— [1:0-10-0,0-1-141,[13:0-10-0,0-1-141 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.29 15-17 >999 360 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -0.53 15-17 >617 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.45 Horz(TL) 0.05 14 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Wind(LL) 0.34 17-18 >962 240 Weight: 216 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 *Except* T1: 2x6 SP 2400F 2.0E BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 `Except` W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. JOINTS 1 Brace at Jt(s): 19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 18 = 1513/0-8-0 (min.0-2-0) 14 = 1513/0-8-0 (min.0-2-0) Max Horz 18 = 525(LC 9) Max Uplift 18 = -745(LC 12) 14 = -745(LC 13) Max Grav 18 = 1718(LC 20) 14 = 1718(LC21) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1489/650, 2-3=2388/1393, 3-4=2231/1306,4-5=-2184/1318, 5-6=2036/1309, 8-9=-2036/1309, 9-10=-2184/1318, 10-11=-2231/1306, 11-12=2388/1393, 12-13=-1489/650 BOTCHORD 1-18=793/1618,17-18=-793/1788, 16-17=-578/1679, 15-16=-578/1679, 14-15=-793/1618,13-14=-793/1618 WEBS 9-15=36/399, 11-15=-315/411. 5-17=36/399, 3-17=310/406, 6-19=2076/1385,8-19=-2076/1385, WEBS 9-15=-36/399, 11-15=315/411, 5-17=-36/399, 3-17=-310/406, 6-19=-2076/1385, 8-19=2076/1385, 2-18=-1830/1430, 12-14=-1830/1430 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=5.Opsf; h=30ft; 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 tie MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9. 6-19, 8-19 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 15-17 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 745 lb uplift at joint 18 and 745 lb uplift at joint 14. 9) Attic room checked for U360 deflection. LOAD CASE(S) Standard Md 8cr6r-Flnu nmes9l¢;e•.ne•kuam mm�(s0sm, sirau l0snrrmwmn[nruul-rasrlurugemauermrn r�e,rp,wmtva,¢dc renks�non.ypx;aararssmrrr�is®.rt.r�,n,nmtdm eu. ads¢ea�irsr+rtnaem.wt Wus®raedsles ssagsenetWraelgguterdL tsedusg�g[y�syi,�ea�[ssmrvl n:ssl¢mymgr4mmsmscspr�uderlrrk:smd¢p,n:igmsarymrsYtm�dee mim rm:tgmal¢nemeear,uielat rrksgemvaxc usrusausc savtiar Anthony T. Tom III, P.E. law, t MeudfasTmsMealteitlallsaernryua:liryddagne5lsd»dssA¢¢degdnaelntfol0-:¢tr,6aenduldaeaC,@ea(¢tae6alb1fo1u6dittLlhenmoldaelfigNeryfieOned&Tms;hddagkseTeydeele,edec�¢it¢ysi�Jh�n�nsmldld =8D083 aektigD•dyerrd6draer.sdedu asmoedaa k.Wpi&sdfewss 6a�ar1Mir �e Mmm 5pr&.sdym¢t 50aldcrwdrrl,dguae. lali�¢sae¢�¢a�Tm¢¢talKsd�lrnso:v�n,Tnss onmrq eedlnrsumnanc: �sss 4451 St. Lude Blvd. ': eanns>ietoE9rreremearyedepem nGrs tjalrxmsmnmd lk.rrm4Dp6jaen is nil, MJt4DdP.,wTun$rmm6sWw d¢ywfu}la¢T1dL+d�a; wrnddndiaTFi Fort Pierce, FL 34046 Copyrigbi02016A-Iioof cusses-Amhonyr.TanboIll,H. 2epradudimalibisdMument,inanyform,isprobihiledwhhaot;hawrittenpmadWaahornklYoolfrosses.AuthonyLTomblll,P.E. 4. 1. Job Truss Truss Type Oty Ply AO129124 69778 A02A Common 2 1 Job Reference o tional Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Aug 16 2017 Print: 8.120 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 17 10:44:36 2017 Page 1 ID:IMTa5V VdxJ7_cF0OWg_MyeyiLhV-Z9pvxOkSGnc6HodclbD9HyNO5c9u102W6hVyuwySYMf 8 4-8 16-M 23-7-8 32-0-0 8-4-8 7-7-8 7-7 8 8 4 8 7.00 12 5x8 II 5 4x6 i 4x6 3x6 \\ 4 6 3x6 3 W 7 2x4 II Z 2 eid 0 16 23 24 15 14 25 12 13 26 11 27 28 6x6 = 4x6 = 6x6 = 3x4 = "AX10 II in-n-n ii S-n iS-i-n qn-R-in 30-0-1 2x4 II 8 Dead Load Defl. = 1/16 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef! L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.04 10-11 >999 360 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.14 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.01 10 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix -MS Wind(LL) 0.08 10-11 >999 240 Weight: 213 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 `Except* W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-2 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. All bearings 0-8-0. (Ib) - Max Harz 16=-525(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except16=-324(LC 12). 1 0=-551 (LC 13). 15=491(LC 12), 13=-183(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 16=546(LC 23), 10=1003(LC 20), 15=1112(LC 19), 13=533(LC 19) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-379/203, 4-5=170/344, 5-6=-10251726, 6-7=-1089/697, 7-8=-1229f727, 8-9=-770/256 BOTCHORD 16-23=-424/540, 23-24=424/540, 15-24=-424/540, 14-15=424/540, 14-25=128/377, 13-25=-128/377, 12-13=-128/377, 12-26=-128/377, 11-26=-128/377,11-27=-291f747, 27-28=-2 9 1 f747, 10-28=-291 f747, 9-10=-291 1747 WEBS 5-11=398/692, 7-11=-865/765, 5-14=1008/693, 3-14=-935/810, WEBS 5-11=-398/692, 7-11=865/765, 5-14=-10081693, 3-14=935/810, 2-16=-797/772, 8-10=956/874 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.0psf; BCDL=S.Opsf; h=30ft; 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) 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-M tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 324 lb uplift at joint 16, 551 lb uplift at joint 10, 491 lb uplift at joint 15 and 183 lb uplift at joint 13. LOAD CASE(S) Standard va,�t-naR,ss�guf�.rv�411CCfi1645•Sh16;6fl3tII7Yst!➢sUlittlS(OfsCY"IOrit)i![67S.ICeuEerhmlertteeu�µmomalndrh:u�slnnh:ipOrtxq{IC�md6:sdsoryl.fulaC1,11.t�.mnSlmtduene WevCxalsm2elarteR0.e.it WtrtmwIltitmaI ...lhrttetoouseed.iu.t:esem�[qa7[wskmts6p�n;mss�n�IDi:�rcm,®sar�edmfnt:eudvgo resr atq�aetra�sd�shper,n:ege�en�meme.�>aL tktevp.cuaFen:,letaluuaescsamae MthonyT. Tornbo III, P.E. 'ae.sedCarimslucryIrditisaemfnUMd4angMO.,dssdnheigrdnheWlemtCalem,6derededdtis�&IG�tafallhiGgoozofirl-Lfkgtmdd6rlCaneryfieimdBtims;hdsralFml'[alldaesghsiddsaiimyrldihaere�nsn3asd 80083' ae436iC:gecdhYdo.l6nssuNh&IDbnittpsGsmisurarsdnekCSas6Fnald¢IdmeapSQiolCkel,IflnlSSnmrdaeeelxyvadplarlf4lidn eertsrmultanndk6ad�1nc0.ige,TmsCcMtrnennmsumh�n,nos 4451St. Lucie Blvd. etlemssktall.eesacaryWgnuv�eurymearv%wshsl lblmdcp6 eahE7t�b:UigDtsl�a,oLnsSlmshsme Aoflr�tue. Nagednestaracmndduehtlll. Fort Pierce, FL 34046 (oppigW® 2016A-I tootinsses-lathanyLlombolll,P.L Pepsodurflualthisduamem,iaany him, isprohibbedruhoutibearinenpermi siaohomA-I Yaafynsses-AmhaorHombaIII, P.I. A Job Truss Truss Type Qty Ply 69778 A04 Roof Special 6 1 A0129125 Job Reference (optional) i Roof i russes, Fon Pierce, FL 34946, aesign@altruss.com Hun: 8.120 s Aug 16 2017 Print: 8.120 s Aug 16 2017 MTek Industries, Inc. Tue Oct 17 10:44:37 2017 Page 1 ID:IMTa5VWdxJ7_cFOOWg_MyeyiLhV-1 LNHSk1415kzvyCpJlkOpAwVeOSrmXVgKLFVRNySYMe 2-4-0 8-5-13, 13-10-0 16-0-021-8-1 27-10-0 9-8 32-0-0 2-4-0 6-1-14, 543 2-2-0 5-8-1 6-2-0 -1 2-4-0 7.00 12 5x6 = 2x4 II 6 21 20 19 7C 2X4 II 15 12 11 3x4 = 4x4 = 4x4 II 3x12 = 3x4 = 7x8 = 3x4 11 3i6101 II 29-9-0 32-" 2.0-0 t &5.13 13-10-05�-0 1 21-110 27V 271 2.0-0 (i-s1-14 7-7-0 5-5-0 Dead Load Defl. = 3116 in LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.09 19-20 >999 360 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -0.29 16-17 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.06 11 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix -MS Wind(LL) 0.16 19-20 >999 240 Weight: 241 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 *Except* B2,B5: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 10-0-0 oc bracing: 17-19 WEBS 1 Row at midpt 6-17, 8-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 21 = 1468/0-8-0 (min. 0-1-12) 11 = 1502/0-8-0 (min. 0-1-12) Max Horz 21 = 525(LC 9) Max Uplift 21 = -757(LC 12) 11 = -762(LC 13) Max Grav 21 = 1468(LC 1) 11 = 1502(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1559/719, 2-3=2246/1316, 3-4=2321/1447, 4-5=2273/1459, 5-6=2520/1699,6-7=-1874/1264, 7-8=1928/1239, 8-9=-2641/1517, 9-10=-350/111 BOTCHORD 1-21=750/1550, 20-21=-750/1550, 5-17=-555/469,16-17=-898/1894, 14-16=-898/1894,13-14=-991/2063, 10-11 =1 99/439 WEBS 2-21 =-1410/1124, 3-20=-475/393, WEBS 2-21=-1410/1124,3-20=-475/393, 17-20=-638/1388, 6-17=-1189/1837, 8-1 7=-1 1381762, 8-16=0/311, 11-13=-2059/1503, 9-13=2097/1569 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft; 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) 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-" wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 757 lb uplift at joint 21 and 762 lb uplift at joint 11. LOAD CASE(S) Standard ra.,rmm�emRu7mr.ru-cinaams[s;utsirl.m3itlam eorsnesstassasyswa}mwauswutsrmnrmryeevPpegs�t�eue[an[rune<,remny{txa�nr 1.rs�om,u.tduzswsdnissmea.iwnddme,mutt wlets�.msddessW 1 natar4eleahlesdd nermsosue(u„�usgrEpm[xtn®pmaigromsairvr5aramr[de:wwecsh�nhrrntrytu�trupdaeshra lm:tyaintvtaauir,mnmir�d:yrssaerms,iaysc:nmcer Anthon' nsetmu:ndsutttr:simdMsteatrnmarddaespasdneaNrsnhynria:xrydt,a„R.�o.ra[eer,yocurxwr�o,ve.h4e u,dedd,6e 0C,flelKnehe6:db9ago�n(iOL tle yrimd .dOr lCCal¢efidd.udM1eimx odsralMeeSgdngandnseaWtraysVdiieFsn4nsiWfild T. Tombo OI, P.E. ae wfyC-.d 0edn. Oulu $0..44 W1&-fkn s5flesnekandlnlns[CynsTmslnr[ymNn80083 �hditcromhl lY rntC[urruhrnrpdrylr1.30nte@NasmudBNi101 4452 St. Lucie Blvd. (oppi¢t D fi116 A -I Aoat frosin-AatbonyL lambo lli, P.t. Reprodadim of this domment,in any form, is prohibAed rris munbe mfiteo permissianfro®Ad RoofTmsses-Acthooy r. famha cif, PE Fort Pierce, FL 34946 A. Job Truss Truss Type Qty Ply A0129126 69778 A05 Hip 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Aug 16 2017 Print: 8.120 s Aug 16 2017 MTek Industries, Inc. Tue Oct 17 10:44:38 2017 Page 1 ID:IMTaSW VdxJ7_cF0OWg_MyeyiLhV-VYxfM4mioPsgW6n?tOFdMNShkPoQVuyp27_3zpySYMd 2-0-0 , &5-13 i 13-10-0 15-"17-0-0 , 22-5-0 27-10-0 i 29-0-0i 32-0-0 i 2-0-0 6-1-14 5-4-3 -2 2-0-0 5-5-0 5.5-0 s1-10-0r 2'. r 7.00 12 5x8 -�, Sx6 3x6 11 F 7 22 21 20 to 318 = 16 1312 3x10 I 4x4 = 4x4 11 3x12 = 3x4 = 3x4 = 6x8 = 4x4 it 24-0 -0 32-M 2-0-0 8-5-13 1310-0 14 4-0t7-0-0 27-0 0 27A 340-0 2-0-0 6-1-14 5-0-3 0 2-0-0 10..I, 0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.13 15-17 >999 360 TCDL 16.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.34 15-17 >958 240 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.07 12 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix -MS Wind(LL) 0.16 20-21 >999 240 LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 *Except* B2,B5: 2x4 SP No.3 WEBS 2x4 SP No.3 `Except' W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except 10-0-0 oc bracing: 18-20 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 22 = 1467/0-8-0 (min. 0-1-12) 12 = 1503/0-8-0 (min. 0-1-12) Max Horz 22 = 494(LC 9) Max Uplift 22 = -750(LC 12) 12 = -749(LC 13) Max Grav 22 = 1467(LC 1) 12 = 1503(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1496/735, 2-3=-2172/1335, 3-4=-2212/1466, 4-5=-2174/1483, 5-6=2430/1734,6-7=-1925/1360, 7-8=2084/1413, 8-9=-2133/1386, 9-1 0=-2564/1645, 10-11 =-345/150 BOT CHORD 1-22=766/1489, 21-22=-766/1489, 20-21=138/318, 5-18=-613/498, 17-18=-453/1189, 15-17=-1023/1856, 14-15=-1056/2079, 12-13=-327/32, 11-12=279/389 WEBS 2-22=-1386/1130,3-21=-427/397, 18-21=-639/1192,6-18=-835/1081, WEBS 2-22=-1386/1130, 3-21=-427/397, 18-21=-639/1192, 6-18=-835/1081, 6-17=-212/359,7-17=347/681, 12-14=-1879/1551, 10-14=-1935/1619, 9-17=-9067752 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf, BCDL=S.Opsf; h=30ft; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 750 lb uplift at joint 22 and 749 lb uplift at joint 12. LOAD CASE(S) Standard Dead Load Defl. = 3116 in PLATES GRIP MT20 244/190 Weight: 252 lb FT = 20% YeFbt�FlevamgOrrerinru'llmi tlESSS(Y,iej.eli3d1 I0Y56L1f6;IIC6[OfIOYj WTd)ilriceu�uurma mnrew��amcwm[mcnm:rnccmr�=eme.igpl4'iWNSMarl.fo:laO,lEle'�naShrtamnv Cehutlmia cr7eenRe lCU,u11 '. Wicesmas pimcskl seuetwra.;wase stt asrrusuhs�{u,sreaesE<sinecran�rmlcgRrmsmcc,�camcpas:mcday„rigmrwwarrnsesyaaoesro¢elmcsstcma[�ruony.otnmt.r:es:�m,.ac�ear mtiwu umatar Anthony T. Tombo III, P.E. ' �2ar�cTsm�ws.arcnsmrs�nforamso,.ss.rye,urseessodgscsco-:r»uyosssr,hesssesaansaesarse[rmum�lr�sdssdminsenmaaasmns=eryesorssaasr�cs,sasro[essay,crags.us+am.sslbsrycsdtssmsssrsscuartta =80083 mdaryosp du�m.s0easseasaamtoerdaspcse:ndpas:a�r2egrsctaut7asaenpsurssue:nrsemaumsaacedrsmpua�mt�asasncpvuaesn[twcassuns ,lssu��srq, dtncsvmnau:sass 4451 St. Lucie Blvd. sOsrMsk6a11re;adadspaderuh ghtlrunsshnhellit TOWDOfefgbemu[OtMMOIgPssyx,,erltnsl7NsBdiaOur erlr¢r.2atdednivmesdblibIsl Fort Pierce, FL 34946 (apyridht ®1UI6 A -I Aoollmsses-AntbonyLTambo lB, P.E, Aeptodostioe of this demment,in a yfdrm, is proh;Ehed ismintthe milten permission from A -I loo frassn-hisbo syL l ombo lll, P.E. Job Truss Truss Type Ply 69778 A06 Hip �Qty 1 1 A0129127 Job Reference (optional) Al of Trusses, Fort Pierce, FL 34946, design@al truss.com Run: 8.120 s Aug 16 2017 Print: 8.120 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 17 10:44:39 2017 Page 1 ID:IMTa5W VdxJ7_cF0OWg_MyeyiLhV-zkV1 ZQnFP_hBGMBQjmsub?wUpALETjyofkcVFySYMc 79-3 13 I 19-" 27-10-0 -2-0-0 2 21-0 -0-0 110-0 2 6x6 i 6x8 Dead Load Deft. =1/8 in 19 18 17 1O 4x6 = 129 8 3x4 = 3x10 11 4x4 = 4x4 11 3x4 — 3x4 11 3x8 = 8x8 = 3x4 II 294ft103Fd-0-0 i 2-0.02.4r(1 7-9-3 14A-0 19-0-0 97-1 27ri0-0 3q-0-0 ' 2-0-00W0 SS•3 0-6-13 t W. tgd-0 0 0 21. 1-10.0 Plate Offsets (X,Y)— [1:Edge,0-0-41, [4:0-2-4,0-2-81, [6:0-1-8,0-2-01, [10:0-M,0-2-121, [15:0-5-8,0-4-01 LOADING (pso SPACING- 2-M CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC . 0.49 Vert(LL) -0.08 11-13 >999 360 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.22 11-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code FBC20147rP12007 Matrix -MS Wind(LL) 0.12 17-18 >999 240 Weight: 229 lb FT = 20% LUMBER - TOP CHORD 2x6 SP 2400F 2.0E *Except* T2: 2x6 SP No.2 WEBS BOT CHORD 2x6 SP No.2 *Except* 2-19=-1364/1134, 3-18=385/387, B2,B6: 2x4 SP No.3 4-13=-270/335, 5-13=-92/421, WEBS 2x4 SP No.3 *Except* 8-10=-2376/1997, 6-10=-2268/1947, W1: 2x6 SP No.2 15-18=-631/1196, 3-15=-181/307 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 10-0-0 oc bracing: 15-17 WEBS 1 Raw at midpt 4-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 19 = 147110-8-0 (min.0-1-12) 8 = 1509/0-8-0 (min.0-1-12) Max Harz 19 = 429(LC 11) Max Uplift 19 = -720(LC 12) 8 = -732(LC 13) Max Grav 19 = 1471(LC 1) 8 = 1509(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1338f721, 2-3=2002/1320, 3-4=-2031 /1488, 4-5=1955/1484, 5-6=-2074/1413 BOT CHORD 1-19=756/1345, 18-19=-756/1376, 4-15=-181/456, 15-26=657/1395, 14-26=-657/1395,13-14=-657/1395, 13-27=-697/1341, 11-27=-697/1341, 10-11=-568/1478, 7-8=-296/414 WEBS 2-19=-1364/1134, 3-18=385/387, NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf,, BCDL=S.Opsf, h=30ft; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 720 Ib uplift at joint 19 and 732 lb uplift at joint 8. LOAD CASE(S) Standard taar,g•n� eu�tynn. ru'4110 F nSS S(50IO jnn9ll I0Y56 �t0 0G4(aS 0Y'l fYjtrrWi'ira6YE6f 6 n 1uCrkGppcdmv(rt lw4rnais rnn Cnfr,Onry(d jdW kevrLkrL N,rF.ld ma skCtda, m kno alnalx Cddn a, iC0 Wr Iel,tr�ardmssfdlktadkrge lgtuknft as,torso:�t, ssu.,s�skgoeer; n:smreaport,gmsau®,e, rdminre:awega:e:opraps�tagmrmtsaya�ewptms kre�nrxmpuir.ntn mt. tatnq,—wt.. uaer msuiuc s,actuq ',. Anthony T. Tombo 111, P.E. Mnedrtslmsdryt�e0:mpn�yd1h0—.&0+xheenadgexn�:w�rnn. ,eaenneaosaaeixmr.b�sF admml.rsrq-d0,10adM.1.911&T—Wdiykuuys�m.earnwnn:r IAw.kean rsnaapd s80083 n, ka6gl)! iOrn1 kde3r. l9ahs OWN 1000 Man M'dM e,rdaenl6rrssdpitu,. Irsl iBurs@,regnu�Tdn W @tits,ItNnns t.�vs,a,Tms gait,tgrceenlrrtss {4nhDrn�Nns : 4451 5t. Lude Blvd. mmstasasr,s�amt�cagnn.egyo9remsin,n,tttann0nwkp„aee,rakn�kn�;uuustvnupad.yW A0gW I m,samutelru_ (opyrighl m t016 Ad Yaol irvsses-Aathooy LTanho lll,P.F. &tpedomin afthis duameat, in any krm,is pro60&d eahootth whtenjumissioe from A -I taaff ass:s-AmboayT.Tomb III, P.E. fort Pierce, FL 34946 Job Truss Truss Type Qty Ply A0129128 69778 A07 Hip 1 1 Job Reference (optional) Al Root Trusses, Fort Pierce, FL 34946, design(a)altruss.com Run: B.12U s Aug 1B 2Ul / Print: B.12U S AUg 16 •LU1 / MI I eK Industries, Inc. I ue Uct 1 / 1U:44:38 2Ul i Pagel I D:IMTa5W VdxJ7_cF0OWg_MyeyiLhV-zkV1 ZQnKZi_hBGMBQjmsub?sgpF9ERJyofkcVFySYMc r 2.4-0 i 11-0-0 i 21-M i 29-8-0 ! 32-0-0 i 2.4.0 8-8-0 10-0-0 8-8-0 2.40 7x8 i 5x6 Dead Load Defl. = 1/16 in 7.00 12 3x811 \\ 3x611 o 01 �• �� 6 0 toj __.... 1� 0 d 12 19 11 20 7x6= 3x10 ii 3x10 11 2x4 11 910 8 21 7 3x4 = 4x4 = 46 = 32-0-0 i 2-0-0 2rdr0 11-0-0 i 15E-0 ! 21-0-0 _ _ _ s 29-5-0 34-0-0 i 2-0-0 0 8-&0 a-0-0 5-fi-0 9-8-0 os4b 2-0-0 ! Plate Offsets (X Y)— [4:0-2-8 0-3-8] [6:0-1-4 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.04 11-12 >999 360 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.46 Vert(TL) -0.11 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix -MS Wind(LL) 0.05 11 >999 240 Weight: 198 Ib FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* Wi: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-13 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS 1 Row at midpt 3-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 14-6-0 except at --length) 12=0-8-0, 10=0-3-8. (lb) - Max Horz 12=-363(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 10 except 12=-646(LC 12), 8=-588(LC 9), 7=-607(LC 13) Max Grav All reactions 250 lb or less at joint(s) 10 except 12=1078(LC 19), 8=1234(LC 2), 7=807(LC 20) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-643/255, 2-3=1250/915, 3-4=775/580, 4-5=-751/465 BOT CHORD 1-12=-344/660,12-19=-386/783, 11-19=386/783, 11-20=-385/790, 10-20=385/790, 9-10=-385/790, 8-9=385/790 WEBS 2-12=-1506/1348.3-11=0/331, 3-8=-783/592, 4-8=-659/706, 5-7=-1378/1220 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=5.Opsf; h=30ft; 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10 except (jt=lb) 12=646, 8=568, 7=607. LOAD CASE(S) Standard iacxq•flrfsf:agg4lreiei6r'tJ n1:IlOSk'>('SSIIQ'y FJtlLL ifttGtWEriiEliS(S31cd1(i7!iI'I1:sROS�OtYiAI'htm. terhkgtEnrstusaiseetedtlw Rs(rtss[z!ip�ahrS7GPtad6lh9u!1.':eedo66ti.U(nesn SSMEdaeeu Gisr; r�neiu mxDnSa itQ, edr Mi:'et tfm Jd(Mls sh2NnNta6r SD14kd�4ttS+nWJp Egmai-b!(rr�y+f+i'gMStCfl6EjIGGiF%gMipil+jhraiQt/dei:.wltc}vterfq;tirma�ll bf kfCES�}i i�CB1iajilLAl ipifpW r36rth, rttulFl�.'k MSljttSlsspGT:.Ii1TsElilr".F.f, {X1r9PaF( Anthony T. Tonibo 111, P.E. adrudM+IrrnMtgt ldyairnrr{tt:il ryi�0�ar:lifvtfttd�bdryWvdk;es�e,Ghr�"uElkif'NMCI10dkeesiraeNRll. #80083 RtEdtilrteApe ulrQLifYr. iQmssduimMt:ladlxrnyzs e{pk'wst6aEa9gGalueCS:kJ �ac�u!t(S�ptR9slEtJissdSWmrbti�[¢4fapsc.dgadav i�!d@usfdf nryac�'+; udlx es #Cfiau6rc,eu,rrrntssary er�-nssu :ena,al+ss 44515t Lucie Blvd. ata.arawd4lr(ecrdgerlgnti.�orprrrsmn� nKnrtnso:dprerro!3fpu�r s P ,grnSSSjhAhpnvdesYdSry 15cEd#arMasmctSNpSPiI Fort Pierce, FL 34946 lopoil!02016Ad4no!bims-Ant6eeyl.lamioill,P.E hPtodotlionolr6isdotomem.iacoy tcrm,ispniWatishbilIberrirmope issiaahemkilooliroues•Ao!6tayLlemba01,P.L Job Truss Truss Type Qty Ply 69778 A08 Hip 1 1 A0129129 Job Reference (optional) nuu, uuaaas, rocs riears:es, rL 34940, oestgn@arrruss.com Run: ts.1zu s Aug 16 mi r Print: 6.120 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 17 10:44:40 2017 Page 1 ID:IMTaSW VdxJ7_cF0OWg_MyeyiLhV-Rw3QmmnyKO6XmPxN_RH5RoY5xDedzvb6I JTA1 hySYMb 15-ID-0 232-0 29-M 32-0-D 2-0-0 6-8-0 6-10-0 7-2-0 6-8-0 2-0-0 7x8 i 3x6 11 5x8 = 3x4 = 3x10 11 2x4 II 4x6 = 6x8 = 4x6 = 2x4 11 3x10 11 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.08 9-11 >999 240 MT20 2441190 TCDL 16.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.04 9-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) -0.01 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Weight: 208 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 9-10-6 oc bracing. WEBS 1 Row at midpt 3-11, 5-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 14 = 665/0-8-0 (min. 0-1-8) 11 = 1596/0-8-0 (min. 0-1-14) 8 = 683/0-8-0 (min. 0-1-8) Max Horz 14 = -297(LC 10) Max Uplift 14 = -478(LC 12) 11 = -1185(LC 9) 8 = -594(LC 8) Max Grav 14 = 728(LC 19) 11 = 1596(LC 1) 8 = 693(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=261/33, 2-3=-635/310, 3-4=-134/441, 4-5=134/441, 5-6=-553/934, 6-7=-1801410 BOT CHORD 1-14=-47/264, 14-21 =-1 73/409, 13-21=173/409, 12-13=-171/415, 11-12=171/415, 10-11=-437/216, 9-1 0=-437/216, 9-22=-419/21 1, 8-22=-419/211, 7-8=-419/211 WEBS 2-14=-1053/902, 3-11=-691/578, WEBS 2-14=-1053/902, 3-11=-691/578, 4-11=-588/807, 5-11=-711/1329, 5-9=-672/254, 6-8=-1048/970 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opst BCDL=S.Opsf; h=30ft; 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; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10,,p psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 14=478, 11=1185. 8=594. LOAD CASE(S) Standard e�,u'-remeupryme■ne�I181HI rsMu(rs ursasu7Ymnsnsasrou(rcrr}uua>!(uw:sr(wrmryra,i�pa�anmmseenncrn„asr,on.�poGlmrnesa r.Int;m,rl(aen,smseanru¢dnetmn„axsmrt,sco.n(( wtetmssae, lltln sidlk,se(fametoe1sre,dill„irasona(,9(i,,<.reavht,uy n:,e�uagID;rq,ean o,e,ra.,anepntumaay,.waurmpaamrscae snq,asemf,rms(qm,eamtogni(,ain mr rvkvpaaoleas, adn(u,(ouc swduar pmmonY T. Tombo Ill, P.E. 6ao,da. I ' m2dt~:,ims6rmilddxllsmn,nnaaaide a arfto.,ds, ,adq,dnm(awyg::.va,useua,aria,aLrte(ttnrratnlswgnr,drrrLneyp„aria,mow�e:u.uaa,rms;tra,rq�agd.m.;mrm.nikn�rsea;nurt:M,w;yd 380083 9e Wfml9:stgnded,s'edRUM& M d a Dyrt6arnlpief¢nd(k WfeiG�aededehidaa,amQ[971sii;Fsely Sx —d—Algr ad Pill- IPFI eafm,H,rtgns�ldas dh6,sdfebnsLsiPs,Tnu knit (gieannns,Fnshann,dm a9awtsekBsdlrrtanearye:dap,anvcg fydlams ft,AAIhrrrs(kdn rsltr„ IsF7rd, h1lal g,dlw,.TL Sld.b1Y,a dayWiy. as.brine! asssv, a ldsdsrRi- 4451 St. Lucie Blvd. Upyrigbt 0 2016 Ad Raalirasses-AmbonyT.Tambolll, P.L Repsadumin alt6is dommem, in any (atm, Is probibbed rb6ounbe nfieo peruissiaotrda A -I Paalimssss-dat600TL lamba lll,P.I. Fort Pierce, FL 34046 Job Truss Truss Type Qry Ply A0129130 69778 A09 Hip Girder 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.cem L1-3_n Run: 8.120 s Aug 16 2017 Print: 8.120 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 17 10:44:42 2017 Page 1 ID:IMTa5WVdxJ7_cFOOWg_MyeyiLhV-NJAACRpDsdNF?14m6rJZWDdRcl FzRmaPUdyG6aySYMZ Dead Load DeB. = 1/16 in 3x4 = 3x6 11 2x4 II 4x6 = 8x12 = 46 = 2x4 11 3x8 11 3x4 = LOADING (psf) SPACING- 2-M TCLL 20.0 Plate Grip DOL 1.25 TCDL 16.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC20141TPI2007 LUMBER - TOP CHORD 2x6 SP No.2 *Except* T2,T3: 2x6 SP 240OF 2.0E BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 `Except` W1: 2x6 SP No.2, W4: 2x8 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-6-12 oc bracing. WEBS 1 Row at midpt 3-11. 5-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 14 = 669/0-M (min. 0-1-8) 11 = 2183/0-M (min. 0-3-4) 8 = 694/0-8-0 (min. 0-1-8) Max Harz 14 = -232(LC 4) Max Uplift 14 = -591(LC 8) 11 = -3404(LC 5) 8 = -934(LC 4) Max Grav 14 = 836(LC 40) 11 = 2734(LC 43) 8 = 701(LC 20) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD - 1-2=-566/316, 2-3=-716/488, 3-21=-850/841, 21-22=850/841, 22-23=-850/841, 23-24=850/841, 4-24=850/841, 4-25=-850/841, 25-26=-850/841, 26-27=-850/841, 27-28=850/841, 5-28=-850/841, 5-6=-480/1081, 6-7=409/848 BOT CHORD 1-14=-285/571,13-14=-404/689, 13-29=401/701, 29-30=-4011701, CSI. DEFL. in (loc) I/deft Ud TC 0.50 Vert(LL) 0.30 9-11 >550 240 BC 0.51 Vert(TL) 0.26 9-11 >627 180 WB 0.62 Horz(TL) -0.02 8 n/a n/a Matrix -MS BOTCHORD 1-14=-285/571, 13-14=404/689, 13-29=-4011701, 29-30=-401 /701, 12-30=-401 f701, 12-31=-401 /701, 31-32=-4017701,11-32=-4017701, 11-33=-844/416, 33-34=-844/416, 10-34=844/416, 10-35=-844/416, 35-36=-844/416, 9-36=-844/416, 8-9=-826/414, 7-8=-826/414 WEBS 2-14=-601/454, 3-13=-20/343, 3-11=-1379/1372,4-11=-1262/1528, 5-11=-1265/1974, 5-9=-553/264, 6-8=-462/672 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph: TCDL=5.Opsf; BCDL=5.Opsf; h=30ft: Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 14=591. 11=3404, 8=934. PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 211 lb FT = 20% 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 455 lb down and 514 lb up at 7-0-0, 238 lb down and 211 lb up at 9-0-12, 238 lb down and 211 lb up at 11-0-12 , 238 lb down and 211 lb up at 13-0-12, 238 lb down and 211 lb up at 15-0-12, 228 lb down and 211 lb up at 16-11-4, 228 lb down and 211 lb up at 18-11-4, 228 Ito down and 211 lb up at 20-11-4, and 228 lb down and 211 lb up at 22-11-4, and 434 lb down and 521 lb up at 25-0-0 on top chord, and 176 lb down and 136 lb up at 7-0-0, 59 lb down and 43 lb up at 9-0-12, 59 lb down and 43 lb up at 11-0-12, 59 lb down and 43 lb up at 13-0-12, 65 lb down and 43 lb up at 15-0-12, 32 lb down and 140 lb up at 16-11-4, 32 lb down and 140 lb up at 18-11-4, 32 lb down and 140 lb up at 20-11-4, and 32 lb down and 140 lb up at 22-11-4, and 164 lb down and 348 lb up at 24-11-4 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: 1-3=-72, 3-5=-72, 5-7=72, 15-18=-20 Concentrated Loads (lb) Vert: 3=-92(B) 5=-92(B) 13=56(B) 9=56(B) 21=-56(B) 22=-56(B) 23=-56(B) 24=56(131) 25=-56(B)26=-56(B) 27=-56(B)28=-56(B) 29=-11(B) 30=-1 1 (B) 31 =-1 1 (B) 32=-11(B) 33=-11(B) 34=-11(B) 35=-11(B) 36=11(B) was). Flaw eftA":-fe*A1runTsms[s(uuu),ROM IMSsODES 11TOMIMMroeean11MAIrhaTat huppm"naamsmsIs ibis ma!marl.Fah m,r.L!demoF. IdnH bliss dfaenndnm,ED,;dr fbTA-1 rr�d,s stAt!,altaax iCbal!N:L lsaims0:s brms(u.heads!sivaelle,xlnwri67,q�eah®esgtaed�Inkssnedagremsrapnd*Ws4r3t lea,9d0eshpeTm;leTstdat:TDhds,alami. nehsenanatas, k1qudnas,satilq Anthony T. Tombo III, P.E. ' afaedacsTmrfaeirabmeaymiS:InTd9e 0.ar, Fe llndeeAlmml,pSam:k7tarBae,h3e adeddtieQC9,ls(diie kd5r7fvlahalltlt. Ikgrmdd6,IC0algkil.udfleims;hACn3Fe,lly,sRq,,hsWaNluxsildlM@ea3miNiryd =80083 mrdreroespeaeta!saa.IOahssdmetarboalsen as!tr®ndmrtien(,eRedkhKm,aa;rssgsdsrslrfFlaisrue„deaultxissdpHaalNlidxsl,agnbl§esasGaadnsLasD 1,TaaO:p6;aaairnavaddoa,dm: 4451 it. Lucie Blvd. ,nasne htafIretmLdryNryartrnY§II7IvNnlad,d 1hI-WL.bib. b111Mk11fgD,rlpa;aTraattme 6plpa duyb 114 daalWbdlaa; m,-0-1110M. Fort Pierce, FL 34946 (opyripkt d91pl6 A-1 RaolTnssls•Actbooyl. Tanbo Ill,P.f. Reptododian eltbis dotomeas, in any foun, is problhed vabouttka sninen permissianhom A -I RaoTTresses- AnboayT.To®bo III, P.F. Job Truss Truss Type ty ply 69778 A10 Hip T 1 A0129131 � "' f T F Job Reference (optional) 0o cusses, art Pierce, FL 34946, design@a I truss.com Run: 8.120 s Aug 16 2017 Pnnt: 8.120 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 17 10*44:43 2017 Page 1 ID:IMTa5W VdxJ7_cF0OWg_MyeyiLhV-sVkYPngrdxV6dtfytZro3RAdkQaYAHNHigeOySYMY 2-4-0 15-0-0 17-M 23-4-0 29-8-0 32-0-0 2-4-0 6-4-0 6-0-0 2-M 6.4-0 19 2-4-0 7.0012 5x811 5x811 46 i 5 a 17 16 151413 12 11 3x4 = 3x10 11 2)c4 I 4x6 = 2x4 11 3x10 11 3x4 = Dead Load Deft. = 118 in 24-0 3x4 = 3x4 = 32-0-0 2-041 8$-0 12-10-8 1SQ0 i 17-0-0 23-0-0 29$-0 3 2-" 6-0-0 4-2-8 2-1-8 2.0-0 ' 8-0-0 U- 0 -0 0-4-0 2-" LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.07 12-13 >999 360 MT20 2441190 TCDL 16.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.22 12-13 >780 240 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.01 11 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix -MS Wind(LL) 0.12 12-13 >999 240 Weight: 229 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 13-15. WEBS 1 Row at midpt 3-15, 5-15, 6-13. 8-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 17 = 701/0-M (min.0-1-8) 15 = 1456/5-9-0 (min. 0-1-11) 11 = 787/0-8-0 (min.0-1-8) Max Horz 17 = 494(LC 9) Max Uplift 17 = -427(LC 12) 15 = -620(LC 12) 11 = -537(LC 13) Max Grav 17 = 701(LC 1) 15 = 1456(LC 1) 11 = 842(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-286/105, 2-3=-667/369, 3-4=-299/324, 4-5=-236/340, 5-6=362/414, 6-7=-263/302, 7-8=-326/292, 8-9=922/534, 9-10=-454/135 BOTCHORD 1-17=-95/302, 16-17=-357/544, 15-16=-357/544, 14-15=-395/498, 13-14=-395/498, 12-13=-1331471, BOTCHORD 1-17=-95/302, 16-17=-357/544, 15-16=-357/544, 14-15=-395/498, 13-14=-395/498, 12-13=133/471, 11-12=-1331471,10-11=-133/471 WEBS 2-17=-868f792, 3-15=-820/594, 5-15=-527/383, 8-13=-11021777, 8-12=0/293, 9-11=-975/861 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft; 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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 17=427, 15=620, 11=537. LOAD CASE(S) Standard ... liurq•fltae nr lrea4ta,at'SJ re.5.T1Ig5kijS01R"yO110et I!ul3iNJGfitiSilr]ICil{'R7!0�1:rN9fis3ElS%1'Mn.tat (Wprrrtswtmufn"Ns Na P pctaigllwj ddsltaml ieaiol&tl01cm R!dtev"L Mudniil 0=i"2tTWff1 . W!a:wrkr esar7ltflN(arxl ersma�axefiaa b erj nprl6GnpnuStnR.ter'u.1dIttRAn:aN1!gnmU(ntp3titnrghth5lpd6ttub,Lnsigiltdmfitl3gnlr,!st4!mt!tta;4ttsu em,,tugc ns,smu'ry AnthonyT.Tombo111,P.E. ' zdntdttrs irnsMtg9dt�abrc p {>=&i' ya!,htxaNmiNt ar,lt Orei&hall¢1al:tttrIT4L lkgrrertldtielmlMalSelir,�d�ernsf,�'siu7�4d"54ia+Fra!asdtrerat ss�lt 3e,ypetiti�td 3t tr'.(ierhsl drmrzc#r. iBnnsulutc@ePflstfnrn2usatp es/Mls4tarOvpssY fd±j6#nCiatll(SGicttisttiitBlclSl;imstrerznbturex!el piduMM!le:vnit ruin-Nudt£iu efaTpuko;w, Inv Dno rgiauet,.vWtaaer,atns #60083 elx�in gneiS!euCMsjerlgu bRhogprdnsnlnL lhlntgestt,fipuxN rgi #t trzTarinipa,a tnssr!sisrOpen dell t�eag, lg�i4aelmr,. m u rtndnlRi. 4451 St Lucie Blvd. • Copyrigir05016A-1Hootinsses-Ae!Denyl,lamEnIII, p.E 4pradoui000i!6isdommeat.iaenyrmn,ispraSi6ittdrit6anu6enrirrope!missioefiomk1feoiinssn-Am6enyl.lac6nA!,p.E, Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply A0129132 69778 Al Hip 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.cem Run: 8.120 s Aug 16 2017 Print: 8.120 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 1710*44:44 2017 Page 1 ID:IMTa5W VdxJ7_cF0OWg_MyeyiLhV-Kilwc7gTOFdzE1 E9DGM1 beinLquZvm5ixxRNATySYMX r 2-4-0 i 13-0-0 i 19-0-0 29-M 32-0-0 2-41 10.8-0 6-0-0 10-M I 2-4-0 o_ 6 7x8 i 5x8 11 'm 10 ' 8 " 7 3x10 = 2x4 II 4x6 = 3x4 = 3x10 = 3x10 II 3x10 II 32-M Dead Load Dell. =118 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip IDOL 1.25 TC 0.48 Vert(LL) -0.12 10-11 >999 360 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.27 10-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix -MS Wind(LL) 0.10 5-10 >999 240 Weight: 200 lb FT = 20% LUMBER - TOP CHORD 2x6 SP 2400F 2.0E *Except* T2: 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 `Except* W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-4 oc puriins. BOT CHORD Rigid ceiling directly applied or 8-9-2 oc bracing. WEBS 1 Row at midpt 3-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation gi ide. REACTIONS. (lb/size) 11 = 1472/0-8-0 (min. 0-1-14) 7 = 1472/0-8-0 (min.0-1-13) Max Horz 11 = 429(LC 9) Max Uplift 11 =-739(LC 12) 7 =-739(LC 13) Max Grav 11 = 1570(LC 19) 7 = 1561(LC 20) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1195/321, 2-3=-1860/1315, 3-4=-1753/1391, 4-5=-1860/1314, 5-6=-1184/321 BOT CHORD 1-11=-603/1256, 11-18=-603/1364, 10-18=-603/1364, 9-10=-601/1371, 8-9=601/1371, 8-19=-602/1244, 7-19=-602/1244, 6-7=-602/1244 WEBS 3-10=0/390, 3-8=-316/318, 4-8=-108/452, 2-11=-2024/1861,5-7=-2025/1861 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf,, BCDL=5.Opsf; h=30ft; Cat. ll; 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) This truss has been designed for a 10.0 psf bottom. chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 11=739, 7=739. LOAD CASE(S) Standard rnug-rtaveam�rn:k,SeYu¢,rctrmss; uu0ry,snau rausermmn¢srwraunerts¢ce¢emauarma raaravt,p�mrwnu�r�:ra,m::c,:�A�.:r{me;�rmrm.Ir.r�te m:r�.rdmt.,sr�nmm:w. e�:,�.�:,m,eme�m¢.�y WTttcaetIXrp'rhetiAkmeltmsr to¢ro4<etl lsaums¢:s�hrwe(u.sin^thrs> o: ssrnmrral mmsasr emra!e:unilergasr�r»wmaurymr�a r:upanem rm:t<raaae�rwmr,aemml t�s<Wessaarst,4nryw�ius.smamr Anthony T. Tombo lII, P.E. ' d�u:lh:Tms6rottaesrisBemryul..IclddOnn,Pe¢.ult,AmmigemndernitarCa:¢eh2eutlemd6elM&QCdfx4uikACorotraelr4l.itee�mddheN¢WgfienauA&Tms;od,fykdtr�,eraege,uNC�waeheaysidtetsrrermRarttd - t80083 OeG¢Ca1P:4gerallWnfi.t¢m:ssdMu�l¢Cnl ezrmaim mlriertwtArietNSai4 neiSderylAusmmplSJr°15�ellmatSalnTrdeeaeedr dpilcm�lRlteSuttN regavbtoefdQe<rd2rufr0.A�e,TnuoNy tgyeemrna:�naaa,�das. 4451 St. Lude Blvd. rnrrnu7efmfyrleanr�neernnncytldrmuni::,xKswt�,oeep�gms,ue¢ratru�goeri r,aunrsnesbpuno!ufnarar.ma,¢mvetn,mrmrsadduml. Fort Pierce, FL 34946 (opyright ®2616 Ad RaolTnsses-AathonyLTomholll,P.L Reptaiurti¢¢ alihis dammeat, in any hrm, is probilitel ruh¢ut the mined petmissiao from 6d taolimises-Amho¢yL T¢mhoIII, PE Job Truss Truss Type qty 69778 Al2 Hip 1 71'." A012913Reference (optional) f Ruc f trusses, Pori Pierce, FL 34946, aessgn@alIIuss.com Kun: 8.1211 s Aug 18 LU1 f Print: 8.120 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 17 10:44.44 2017 Page 1 ID:IMTa5W VdxJ7_cF00Wg_MyeyiLhV-fCilwc7gTOFdzE1 E9DGM1 beigVgt5vjGixxRNATySYMX 16-0-0 21-0-0 29-8-0 32-M 8-8-0 0 5x6 i 3x4 = 5x6 3x10 = WO 11 3x4 = 46 = 3x4 = 3x10 II WO = Dead Load Defl. = 318 in 0 ro 0 I97 0 i 2-0-0 2,4-0 11-0-0 21-0-0 29-8-0 324W 30-0-0 z-0-0 oaw 511 10-0-0 a a-0 0 24)-0 Plate Offsets (X,Y)— [1:0-10-0,0-1-101,[7:0-10-0,0-1-10) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.20 9-11 >999 360 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.55 9-11 >598 240 BCLL 0.0 Rep Stress Iner YES WB 0.42 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code FBC2014frPI2007 Matrix -MS Wind(LL) 0.22 9-11 >999 240 Weight: 205 lb FT = 20% LUMBER - TOP CHORD 2x6 SP N0.2 BOT CHORD 2x6 SP N0.2 WEBS 2x4 SP No.3 `Except` W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-5-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 = 147210-8-0 (min. 0-1-12) 8 = 1472/0-8-0 (min. 0-1-12) Max Horz 12 = -363(LC 10) Max Uplift 12 = -708(LC 12) 8 = -708(LC 13) Max Grav 12 = 1498(LC 2) 8 = 1498(LC 2) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-12341578, 2-3=-1840/1410, 3-4=-1700/1418, 4-5=1700/1418, 5-6=-1840/1410, 6-7=-1234/578 BOT CHORD 1-12=746/1284, 12-19=-746/1291, 11-19=-746/1291, 11-20=926/1428, 10-20=-92611428, 10-21=-926/1428, 9-21=-926/1428, 9-22=-746/1284, 8-22=746/1284, 7-8=-746/1284 WEBS 3-11=-188/510, 4-11=-339/424, 4-9=339/424, 5-9=-187/510, 2-12=-1717/1560, 6-8=1717/1560 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph. (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=30ft; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 12=708, 8=708. LOAD CASE(S) Standard va>o1-n¢ 1o:E,rrss(:IOUa03u(N:!(mmgss(rsur"awfillwarbra, ¢(nd�rr¢ea,Ennh,P�r.gP�d�,rr�RLE�E.�,I.E.sAu tSkrtldmrtshrcsalminraNm4eCD.¢¢ MansmrmaltmssmsnwfarthMuhmthermsn:vpms-nvriogrms(r;md¢(vron¢it,rUnmE.r:h:grewuraMkain¢uws.ssada� Anthony T.TomboIII, P.E. ' ne rsedsmimshraryWHs;htem;uu}lRid&g.xr,tag.¢iemhnvdgrt¢mkHe10¢vee,hteudeddt4n QCtlr ftCWhr6WhNfs3¢h¢!mL Ete epmdd6e1C6¢l esfcNmE&imx ndAighnteyueepjfera6.nl L-1"htx ruseiromfd =80083 muxlosa� w(snm:.Igsdrs hmnmioo¢(upmus¢(r d rr1(srsdh8s�ma,s(sn;4�n;rnwsm�era�srsesxr�9a �s rrs(tcn esn ¢¢,daundmins; r9nvfndehvdyr(¢aMrgedgnhnCghsl Ames hnhsi lhrmDNa 6raea is [9sMri3rlggrrl p'd' a (hdEse,inss k:m [gsmdfnn Ymhgvn; wss 4451 St. Lucie Blvd. pn,¢rn:ssp(ry hen mo;lnIEtr} ign;oderd ie:s ¢r ¢ ddlydkmi. (opyrig6tiD1016A•IRaolfnsus-AathoayLTomhoIll,P.E. Reprodoaianslits dommear,iaany him, ispfobRailsrhhoutt5eninenpermissianfrom MlRoaffsosses•AindoeyI.To®holli,Irl. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply A0129134 69778 A13 Roof Special 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Aug 16 2017 Print: 8.120 s Aug 16 2017 MTek Industries, Inc. Tue Oct 17 10:44:45 2017 Page 1 ID:IMTa5% WdxJ7_cF0OWg_MyeyiLhV-ousJgTr59YfgsBpLn_tG8sFgyECXe4grAaBxjvySYMW z-4-0 s-0-0 17-0-0 zo-o-0 29-M 32-0-06-8-0 8-0-0 3-0-0 9-8-0 2-4-0 6x6 = cn, 12 r' 11 9 8 3x4 = 3x10 11 3x4 = 4x6 = 4x4 = Dead Load Defl. = 7/16 in o_ oa 7 0 I� a 3x10 II 300 = 32-M LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.20 9-11 >999 360 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.134 Vert(TL) -0.64 9-11 >516 240 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Wind(LL) 0.26 9-11 >999 240 Weight: 204 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 `Except' W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 6-4-11 oc bracing. WEBS 1 Row at midpt 4-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 12 = 1470/0-M (min. 0-1-12) 8 = 1474/0-M (min.0-1-13) Max Horz 12 = -394(LC 10) Max Uplift 12 = -831(LC 12) 8 = -727(LC 13) Max Grav 12 = 1470(LC 1) 8 = 1543(LC 20) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1246/771, 2-3=-1933/1426, 3-4=-1737/1376, 4-5=1998/1510, 5-6=1972/1368, 6-7=-11881462 BOT CHORD 1-1 2=-826/1271, 12-1 9=826/1327. 11-19=-826/1327, 11-20=-1239/1787, 10-20=-1239/1787, 10-21=1239/1787, 9-21=-1239/1787,9-22=-686/1242, 8-22=-686/1242, 7-8=-686/1242 WEBS 2-12=-1439/1228, 3-11=68/473, 4-11=-620/497, 4-9=-1144/1128, 5-9=-866/1195, 6-8=1910/1702 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=5.Opsf, h=30ft; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 12=831, 8=727. LOAD CASE(S) Standard a"6141-0.gtlpk.rx'isra:FTMHI3<1n�eR3IPIZLOt0111L4F75lill )S857EtrDWilPfamltohhtipµ 9mvindarutltrnrtRfl;rOnrb;Qg;¢dneWapLrv2aC,lt.rA—W.tdetnsEd'.ftiuMi. thM1.11 fLTst;ldrs st➢krxamae7svnarrdirssirnsgeBga�Eu,�a„es rrr�.n::>anoymargmem®stetmirm;rt:smdayesr�mp�amrytr, rtr rrwg,dma�prmsry�nnemgnry,uiarx-tta:hvpr.,.uscFeaa; udauc ciFinaap Anthony T. Tombo I1I, P.E. ' nenedllsimsFu�td sasesni,�rarryada..R,eea+rana grm�re,rwing,spn,ma,ndrdder�.ar¢casr.FmFau�a�mma.nern ldnrmnm�eala.ndmrn,A�asra��e�.d.rp.�u:,a.airmystrseknymua.ryd =80083 mrarngaa��aunan.rgmrmm��roo�r�;we,rrw„dmu€geaa,stdp�rom�nsq;dg�nrmduu�.rdwreFwwyaguc�rrrladma,,mm,wamrmmtnrco� rnnxpFyi<uurmrsFndwnu,�m 4451 St. Lucie Blvd. e9ernsrranecsamWcayun.�agd�Eaou une,L r�rnngecp rroeu Fs [ara,srn�y o„�pu,��ms;wz uLeadmrs�mr. loaagdad �w.rm�c adwdizrn>. Fort Pierce, FL 34946 (appig5i d9 7p16 A -I Paaf l'rosses-Amhooyr.lom5o 111,P.E, 9eprolurlin 01t5is documaot,in any farny is probaitzl whhounhe Winn permiWanfram 6-I Paolfrosus. tnt6aoyr.lam50 ill, P.E. Job Truss Truss Type Qty Ply 69778 A14 Roof Special Girder 1 1 A0129135 Job Reference (optional) At Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Aug 16 2017 Print: 8.120 s Aug 16 2017 MTek Industries, Inc. Tue Oct 17 10.44:46 2017 Page 1 ID:IMTaSW VdxJ7_cF0OWg_MyeyiLhV-G4Qh1 psjwsthUKOXLhOVh3o0oeboNU 1_PEwUFLySYMV 7-M , 15-0-0 21-0-0 25-0-0 29-8-0 32-M , 2-4-0 U B-0-0 "I 5-0-1 4-8-0 2-0-0 5x6 = Dead Load Defl. = 3/16 in 15 14 13 4x6 = 3x8 = 3x8 II 3x6 = 3x4 = 48 = 32-M LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DO L 1.25 TC 0.93 Vert(LL) 0.28 9-10 >833 240 MT20 2441190 TCDL 16.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.39 9-10 >595 180 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.02 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Weight: 216 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 `Except` W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at micipt 3-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 8-8-0 except at --length) 9=0-8-0, 13=0-3-8. (lb) - Max Horz 15=394(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 15=-314(LC 27). 14=-1745(LC 8), 9=1464(LC 9), 13=-410(LC 8) Max Grav All reactions 250 lb or less atjoint(s) except 15=333(LC 15), 14=2110(LC 34), 9=2072(LC 34), 13=649(LC 34) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-236/371, 2-3=-195/481, 3-22=-1980/1623, 22-23=-1980/1623, 23-24=-1980/1623, 4-24=-1980/1623, 4-5=-1739/1310, 5-6=-1638/1281, 6-7=-1909/1350, 7-8=1688/1151 BOT CHORD 1-15=-308/266, 14-15=-529/501, 13-14=-607/564, 13-25=-607/564, 25-26=607/564, 26-27=607/564, 12-27=-607/564, 11-12=1530/2129, 10-1 1=-1530/2129,10-28=965/1470, 9-28=-965/1470, 8-9=-965/1470 WEBS 2-15=A44/476, 3-14=2253/1948, WEBS 2-15=-444/476, 3-14=2253/1948, 3-12=-1860/2672,4-12=-878/720, 4-10=-868/899, 5-1 0=1 022/1283, 6-10=-310/359, 7-9=-894/812 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft; Cat. Il; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 314 lb uplift at joint 15, 1745 lb uplift at joint 14, 1464 lb uplift at joint 9 and 410 lb uplift at joint 13. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 461 Ib down and 520 lb up at 7-0-0, 228 lb down and 211 Ib up at 9-0-12, and 238 lb down and 211 lb up at 11-0-12, and 238 lb down and 211 lb up at 13-0-12 on top chord, and 59 lb down and 43 lb up at 11-0-12, 59 lb down and 43 lb up at 13-0-12, and 764 lb down and 576 lb up at 14-5-4, and 888 lb down and 783 lb up at 25-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Standard Uniform Loads (plf) Vert: 1-3=-72, 3-4=-72, 4-5=-72, 5-8=-72, 16-19=-20 Concentrated Loads (lb) Vert: 3=-92(F) 22=-56(F) 23=56(F) 24=-56(F) 25=-11(F)26=-11(F)27=-758(F)28=-727(F) 6trg•flnn�m,N!nriraM'4d177:RgSS.>rSEUB"lNlOrttrtYSttOF.3It�6lEIIC#tig!R'11rri9K"S^EYiAI'lnatn9TMsplew:kcadntiaUnatfrTmsC:sgeCtaeutiitC;dNr:sftegl.lrriolA,PE6tarw3hnrdmru.rssrt�nrasdaS:iCa,ah WSlaw9, �trss:.7krsdkrxlFEbNsrrrt t: lbamgs sti'p lglpnpa arurr�rd4szrSrs ird eepuerignypaw'itrypshlNpdfitsu¢sLtssigwdrRrt}Datr, tn7rN.TWbsrytns Gu.ttz'rgarCfns,ssMG3r Anthony T. Tombo ill, P.E. sdnrditlsrnnkrmtat¢�nerrnlmur'Iivhdilspat,MCmftvdin:Mtr}rdeda{ghsirxn,4rsensmd�7f,2��edcalndl,iLagtHsad7NLrugpwddlSti^IWep'mYrrd#tim4�info4iau6skWegga!IeYmsrdirsh5bktuyu!iii`:d 38Lude ' iehdturCS;gsselCsrs�.ldwssdwutHPpai6srsa><asdrakmssrmetattg4spaer;.Sdrl8sczsragS ptfiix!!}8lditnmreFleadrngrsnl�itnn,tr!llratxtrngessa§rasulk:indtkr:nspsdpsrInnk:aGga�ewrmsksAcdnaaEns 451 4rtPer Lurie Bivd. s4nriultemdf(tfCrlr�nlquYwt t}eClaan'srshrl.;NLhss3nip6ynsh60(3e tnYUgCvsgsx,nrnnC(spa&Qstadariaty, ltegildatrMmtennrc4dplrFt, Fart Pierce, R 34946 Copyrigkl�'t016A-IiaelLetus-Ampeepl.lnm6nI11,Pi Yepsodaaioeoit5irdnnaem,iaamytesaispsai3itrdritSme:1the vrineapttmissiaofiomA-llaolincses-AoSEcerl.Tomb 14P.E Job Truss Truss Type Qty Ply A0129136 69778 B01 Hip Girder 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Aug 16 2017 Print: 8.120 s Aug 16 2017 MiTek Industries, Inc. I ue Oct 17 1U:44:41 2U11 ID:IMTaSW VdxJ7_cF0OWg_MyeyiLhV-kH_3F9tLhA?YSUzkuPvkDHKJb2?p69U8eug 1 ni 2x4 II "4 11 ax's — 2-0-0 10-M 12-8-0 1$-0r0 15-0-0 2 - 2-8-0 5-0-0 2-8_0 4- 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.09 8-9 >999 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.41 Vert(TL) 0.11 8-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) -0.01 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Weight: 94 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 `Except* WI: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. 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) 10 = 420/0-8-0 (min.0-1-8) 7 = 420/0-8-0 (min.0-1-8) Max Horz 10 = 167(LC 5) Max Uplift 10 = -897(LC 5) 7 = -897(LC 4) Max Grav 10 = 638(LC 43) 7 = 638(LC 42) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=353/650, 2-3=-395/801, 3-15=-244/668,15-16=-244/668, 4-16=-244/668, 4-5=-394/803, 5-6=353/650 BOT CHORD 1-10=-631/381, 9-10=-705/395, 9-17=-714/394, 17-18=714/394, 8-18=-714/394, 7-8=632/382, 6-7=-632/382 WEBS 2-10=364/516, 5-7=-364/516 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 897 lb uplift at joint 10 and 897 lb uplift at joint 7. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 254 Ib down and 276 lb up at 5-0-0, 157 Ib down and 110 Ib up at 7-0-12, and 157 lb down and 110 lb up at 7-11-4, and 254 lb down and 276 lb up at 10-0-0 on top chord, and 108 lb down and 247 lb up at 5-0-0, 97 lb up at 7-0-12, and 97 lb up at 7-11-4, and 108 lb down and 247 lb up at 9-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=72, 3-4=-72, 4-6=-72, 1-6=-20 Concentrated Loads (lb) Vert: 3=106(B) 4=106(B) 9=143(B) 8=143(B) 17=21 (B) 18=21 (B) smug-neauemr¢IrreH.fie9na;flrmc�rsllltPy5le3u t9msstrnOinCutoflou-IOi3"lussaalltffiIlFir ma se,4h4wc& d"dedan6s Iasi UssrDn.q(rx;;a/ae hnurI.Tak m:tE Win fkr. ldn[R+. a:4rr dn.ur MA nee aa,rdt 161eimsrmrdGssk➢kasdWdtia6hh[dL lsalmsOneetq�s[is,drysOs(spc R�sslpmr167 rgnssds m.ergsamdW{rt;su:ilusv:sm7sespoa:dWr�7a/eapd�sbjeim:teiiastnrcifmulr.n[nIFFs. lkhstpuz¢g:sgl�rzs rerLSest:sildtar Anthony T. Tornbo U1, P.E. ' ataads45rms6rr�tss6e reyuf¢Nrdm[Onn,GU.ui'ses0.mdyMuO:WfmgO:>yea,63audedd(nOt.d[R(dti6�1'tt'tfgdaMilld. hs epmdd6eIDRNosfefdmd&lms.udsCmgsmTmyileep,uA>."di�nllm sisd;leMresgnsiNafd i80083 whir"Nsi.0ft1a.ssassmon,r"oea1axIsMaldrii!Mdfss ea[6-Itsr1ssap;rrss.11iltas:eanyns6raesnfaasdnssmsS!iq.'T-[emsgee,wsn,srtaua,u:nlm... 4451Sit. LucfeBlvd. ' . smnrtsehivllretaatlgsa4gnunaq lydwues unE'a sh 1—h0p Isfwfirma[szLigUs:yex,nuossspuehpse,dra,4arsst masaded1ss; ro urausf ems- Fort Pierce, FL 34946 (opyrighi 07016 Ad Pau(fusses-Aathonyf. Tomb III, PE tepsododin ofthis dommeee, is any form, is probibbed without the when perminionfrom Ad Paeffrosses- Anlhonyl.Tomba 01, P.F. Job Truss Truss Type Oty Ply 69778 B02 Hip 1 1 A0129137 Job Reference (optional) i Roof Trusses, Fort Pierce, FL 34946, aesign@altruss.com stun: 8.120 s Aug 16 2017 Pnnt: 8.120 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 17 10*44:48 2017 Page 1 3x6 II 5x6 i 5x6 3 4 2x4 II 2x4 II 8-1-8 `t 40 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.06 9 >999 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.05 8-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) -0.00 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Weight: 91 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 *Except* W2: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 9-10-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10 = 690/0-8-0 (min. 0-1-8) 7 = 690/0-8-0 (min. 0-1-8) Max Horz 10 = -229(LC 8) Max Uplift 10 = -437(LC 9) 7 = -437(LC 8) Max Grav 10 = 690(LC 1) 7 = 690(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-195/370, 2-3=-447/802, 3-4=438f776, 4-5=-447/802, 5-6=195/370 BOTCHORD 1-10=-338/218, 9-10=-338/221, 8-9=-345/219, 7-8=-338/218, 6-7=-338/218 WEBS 2-1O=753/811, 5-7=-753/811 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft; 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; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 437 lb uplift at joint 10 and 437 lb uplift at joint 7. LOAD CASE(S) Standard Ninny-Nms!Ilu!gFlrrtM ne'LI Ig:f 110Sffi{'Kiln'j 6R3ll L7tlf 6[UiGIfIGESiJSfeY-INEr')1I¢E�ffifOrYFII'lun re:9rk4ppcdn!drtded!!umisfns!Cr!i�Onr'mt�ondNl�pLfure@,PLrdxmRSk!Itdse.x. Ce4v oteaivakenG@O,Wf WLtw,�O!!rw!sssdikesetae!iPCase!dil!.Tmsoxa 6iae¢iu,anvlresi�r,9:!¢In�To7!gown®regm!edwrak:wdurhwiy!e:pasdtry6rm4stpdaemd!Tmi{ePmduae@e:dr,oi¢ml rxh:q!�uuru!,udierwreiuc, uast0(. Anthony T. o III, P.E. Tomb t al rsed6sTm!tr¢gtr rtnC!mpm2fnrdre 0.m,tr (h¢d!rAnheegnfun!bTfgO,nnewhddU!NLn!�dnenmeti¢rotralfP4L flm ypmidne@6NerfeN.sed&rmei!drCigkesilig d¢q!.rid!GelsdL•ay sHJkhre:treyiitliyd ;i Tomb mtr¢soltlpxalfmrt.IgMe!dmnMi0Cn18xpa5mnrpifindHelirat(IrtaslSddld¢¢em;n�P[BFarltiflnlSSle!!deerstbpsdpda!1PFledws@!egndt&!rillne!d�lns!Pr!e,Tnsery!fyeantsm!.ua,rdss g451St. Lucie Blvd. !n¢.nsr eo ayer«em!Nee�ua. eQry¢vrcroe m!h < to rn, ompay n mfasrwro!�ru ,nunssfd ebga ¢ dorr,mP maµwrdu :! m nam!dnms. (opydgbtd)t616A.1YoefTosses-Ant600yLTonbol0,p.t.tepsodurivalt%dosomem,inunyfoms,ispioblihedwitboutthemittenpermisdonfromA-IioolTmsses-AnthoeyLTomboIII, p.t. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply A0129138 69778 B03 Common 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 4x4 Run: 8.120 s Aug 16 2017 Print: 8.120 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 17 10:44:49 2017 Page 1 ID:I MTa5NNdxJ7_cFOO Wg_Myeyi LhV-gf5pg rucCn FGLo760gxCl iQdPritaOfR5C98sgySYMS 5-6-0 1 11-" 5-6-0 5-" 5x6 = 7.00 12 6 5 4 3x8 11 3x8 = 3x8 Il Plate Offsets (X Y)— [1:Edge 0-1-121 [3:Edge 0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.01 5-0 >999 360 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.02 5-0 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix -MS Wind(LL) 0.01 5-6 >999 240 Weight: 95 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOTCHORD 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) 6 = 493/Mechanical 4 = 493/Mechanical Max Horz 6 = -432(LC 10) Max Uplift 6 = -234(LC 12) 4 = -249(LC 13) Max Grav 6 = 493(LC 1) 4 = 510(LC 19) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-568/428, 2-3=-553/421, 1-6=-748/535, 3-4=-779/578 BOT CHORD 5-6=-279/317 WEBS 2-5=309/303, 1-5=-255/431, 3-5=-219/374 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft; 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) 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 234 lb uplift at joint 6 and 249 lb uplift at joint 4. LOAD CASE(S) Standard tie.;xp•P4rseWr�^;Jrte!u>r9f'4StA=1rViS3{YEUR'y FJnrERtN11r057f1t76rF11Bt1{'W!lt'+F:SA9N•.i^6Srii1'Ixa rolj Nsp reraGas¢ttedWya7tis lnts irYp�naurleClsalW7tpu;1.?sc7oSp,ri tefnuuS4dldue ns. l�rn �ae.N CKNn3a iW,atr Yi'dtmaArprAsstNhtmdra ke lDEgNmld. AseThssOe:¢rre{�swy y!pa9p5yeeu>8esrtnariQOr�aese az;rp¢eadgtsGsadtsgvexurnrpes°i' Sn&lny+d&dyliTrru i�iaripMl3Dsr!(,afu lflL ihebu3srsyspess.b>:srn as,sshbiar Anthony T. Tombo 111, P.E. ' - rdnedgk rnaWurSslEgbSrrs:pnsiNitrdWOmr,WMu7s n:atrdgWara ;01ro,WwW.ddW7r,9,IKW&1.d Ertigatesr4T141. ruy+rt,ddWVZdeghVvdhinst iylydar.mry^,slaGmuadtra t4eCNC>toysaiis7p) #80083 W eci:GssEadped(naarx-low, rdamdin 1-10oa Mikits 4.insla6Ns uiMis0, WRss 44-, rnao;re rgmevdiml wskarrv.ohn 445nt Lude Blvd. olnunkrndher Sgeelgs6aAgtrd;rtt�rsisd!rl.ihl.rssOrtip6phss8101£r trzdgrmrye!,a NSSnrtn5VMdtgbft ,i9oFikanlhicsmrle^reihSFFi. Fort Pieree,R 34946 OpYrigll02016A41odTnsus-AmlaoyT.1omtoIII, P.E, tepsadadioeoi0isdoramem,inaoykmisprobAhtilQhoatthe vdireopermissioobomA-IIodhesses-Az1huyMembolilt P.L Job Truss Truss Type Qty Ply 69778 B04 Common 1 1 A0129139 Job Reference (optional) - nuu, ....... , uu rice , raa�a, ucasyul,a t uuss.wm nun: ts.1-zu s Aug 1rizu1 I runt: 8.121JI s Aug 18 2017 MiTek Industries, Inc. Tue Oct 17 10:44:49 2017 Page 1 ID:IMTa5W VdxJ7_cF0OWg_MyeyiLhV-gf5pgrucCnFGLo760gxCiiQdPdta0fR5C98sgySYMS 120 11-" 5-6-0 5-6-0 5x6 = 7.00 F12 2 04 �/ 43 i ZZ2 LA 6 5 4 3x8 If 3x8 = 3x8 If LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.01 5-6 >999 360 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.02 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix -MS Wind(LL) 0.01 5-6 >999 240 Weight: 95 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP N0.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOTCHORD 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) 6 = 493/Mechanical 4 = 493/Mechanical Max Horz 6 =-432(LC 10) Max Uplift 6 =-234(LC 12) 4 =-249(LC 13) Max Grav 6 = 493(LC 1) 4 = 510(LC 19) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-568/428, 2-3=-553/421, 1-6=-748/535, 3-4=-779/578 BOTCHORD 5-6=279/317 WEBS 2-5=-309/303, 1-5=-255/431, 3-5=-219/374 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=S.Opsf; h=30ft; 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) 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 234 lb uplift at joint 6 and 249 lb uplift at joint 4. LOAD CASE(S) Standard trant •wma:m�mk.m'Id P7Cu7405S.R('SEllrMy fUtLt itt566Wi3!!g6 rniC{t{'G99�1rG7K;�6Y�1'Mv. tet7rhip tsrxiteel setEastsut>s inst hstprtaui7C�;M� lt2an,T.!es!o0llihMttu tEetlEduttst Ot4it knxue Alt uSt irO, uli *!titaurN#nsh.'Itn4fafit lP€shnrd Asa ImsMIF4n."Lt,!P0ee/hV"4%'WaMan,-tn mt. iva�,nt pnthon T. Tombo IlI, P.E. sAttre9kirmhragAtfatevhnga4Earydi!:Dun,da0.sdsu4airdt}wattalildryau�ga,udestaask�f,�e�Ms��dliquleadrFFl iagpa�ftlttxlefat4diredleimtais[utvystuqf,x<trr�eedl5ashGkhayati'1ttl Y 3t tn`tighsfEs¢e+lrnnrt3l. SCmsstlaladel:Pei(rtoSasew'ra§'.mesd6eEcs�htEatLSd8Yh45tmn��(St,'telti9JE?q!alSClmsefuwifaracilESidua, irHlttanMngarr itdtfint8tr;rss0au�xylmsRro &;dxttetirtssL�t6nn.adass #60083 trEltlpd1551iErttiCxl�ttlgNittabt Es OflryPnetti@tL itIL4tPWish¢att1;BPI3t Pit1q r151j3Feat r.+n!Isha FqutNdmlciuE. %9 WAaytIU165m ti t:956gIrIa. 4451 St. Lucre Blvd. (oPyriP6!02616A-Itoarinaes-Aet6aaYl.IomEolll,PF@produUianolt6itdoomentinoeyfmm,itpmh3rtrd.6oglhertAfopennituanftomA-19oo1Utuet-AeleaYl.Tec5a11!:P.E Fort Pierce, F134946 Job Truss Truss Type Qty Ply A0129140 69778 CA Comer Jack 4 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Aug 16 2017 Print: 8.120 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 1710.44:50 2017 Page 1 ID:IMTa5W VdxJ7_cF0OWg_MyeyiLhV-8sfCtAvEz5N7yyilaXTRrvyw4F6KJXFaKsviO6ySYMR 0-11-11 0-11-11 5.00 12 v 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 - TC 0.02 Vert(LL) 0.00 6 Ink 90 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.03 Vert(TL) -0.00 6 n/r 80 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 -MP Weight: 5 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc purlins. BOTCHORD 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. (lb/size) 2 = 88/Mechanical 3 = O/Mechanical Max Horz 2 = 84(LC 1) 3 = 89(LC 8) Max Uplift 2 = -85(LC 8) Max Grav 2 = 88(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=321/111 BOT CHORD 1-3=-87/295 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 lb uplift at joint 2. LOAD CASE(S) Standard Be;shr-Fln¢dmgurrtein GeRl le>411asS8j5n1a'}4R3ll 114f 6U7YWil!'iS(gfIOY'rBr�iLLi96t[fieYBl'�al¢�levptecwsdndsKn u?ase¢uCssipUnrier(f�d�rkCar Llrsk 6,tEeslveva Sk¢tdm w. Eed¢dmiusddpBs tCO,sdt IWlmmiWasok,,dfx cn0liked AsOw Des,e Anthony T. Tombo 1II, P.E. Zt ff80083 4451 St. Lude Blvd. eMnhsMdlre(adepcdrynhn#glfe9lsb¢IushH lklrt;%kopbom is 101fit lelgUnlp¢,srL¢sSdu& d ks tll WO¢el¢a: ¢e¢dsBeelhlRl. t �'Q °J � � Fort Pierce, FL 34946 (oppight 0 2016 A -I loolfrines- Anthocyl.Tombe III, P.I. Rep Wartioo olthis dor issut,in anyform, is pro6litel whhout(Ae enitlenpemissiaa from A-1 loellnsus-Adhnoy l.Tambo 111, V.I. Job Truss Truss Type Qty Ply 69778 CAA Comer Jack 10 1 A0129141 Job Reference (optional) h, moor , russes, rorc Pierce, rL 14e4b, aessgn(aaivuss.com run; ti.12u s Aug 16 2U1 y runt: 5.12LI s Aug 16 2uT7 MI Iek Industries, Inc. Tue Oct 17 10:44:51 2017 Pagel ID:IMTa5WVdxJ7_cFOOWg_MyeyiLhV-d2Da4WwskOV a6HV7E_gN7V4ofSg2_VkYWeFwZySYMQ 0-11-11 0-11-11 7.00 Fl2 2 3x4 = 3 0-11-11 0-11-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) 0.00 6 n/r 90 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.03 Vert(TL) -0.00 6 n/r 80 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 -MP Weight: 6 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 BRACING- LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or 0-11-11 oc pudins. BOTCHORD 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 = 88/Mechanical 3 = -0/Mechanical Max Horz 2 = 69(LC 1) 3 = -69(LC 1) Max Uplift 2 = -54(LC 12) Max Grav 2 = 88(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=252/111 NOTES- 1) Wind: ASCE 7-10; Vult-170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 2. aadynnu n,�gurmrn,er•auoaf nets{ uual, snau uws s rmmnan esto�rrcr�r7unge(m((wr6� (,s(u,�r�mnm,n(m, nm, (�nkugron.yp��(n,r,n.Tr.t,.(r m,u. umn, um(d.,n, ra,n�.i�m,(ne, aawr 'ihmmmemssmkne(a2,Tcentr,dit,.Tmso,pu( .(wire 6prc7;ee,e�nartg7gn:mmccgm,aw(nt:�ilu�nmtny�aaa(mee(mgrdmem(u(m:e4�eoeemomr,nenmLtseg,mvera rTn(nucsamtm,, Anthony T. Tombo III, P.E. wtneel P:sTmfM�4i�rhMmim33:lerd6Onq�U.nr,e.raudgesndebl@7U-"•�ga,o8r uaed as,Rid,n(mhlnllzum�utrmmd.6rryim,�d9elBom.,rell.udn,Tnn:mmuytsnlbt. u.gaEmr w4a�ddk@smrmoafid s 80083 n, rrclferMsigerue6skrm,. lmetlnNrou WIN n1Ux rki,¢nr1,v:r-d1kk 16gmandd(Idnadm;i(ffTrdU2lirinnrnG m,d.-dbrrdpWse. inl dduetW rtgnuSlce,ndhtie,Alntuss0:s �ea,Trtn Pe!ig,(gieaaiTm:4ammru:nlots M,rvhrBhrellrr(xLaarpads(n0nagntliraaes uu5k Ik In;, Defier 6gienls[OTfikUgggoipr,,aTn,strdm 6pradark]for. NaraddAtea,mrsd AhTM1L 44515t. Lucie Blvd. • Fort Pierce, FL 34946 (oppight®1QI6A-Itaaflnssrs•Aathaayl.TomEaW,P.L 6epsodo:tianolt6isdnmmem,inonpforairprohiEitelrohnmt6enineeprnisrian from A-IYaofi,asses-.ImhoorLTa®3oIII,P.F. s Job Truss Truss Type Qty Ply AO129142 69778 CJ113 Comer Jack 4 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Aug 16 2017 Print: 8.120 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 17 10:44:52 2017 Page 1 ID:IMTaSW VdxJ7_cF0OWg_MyeyiLhV-SEnylsxlNdgCFrhhyVvwK2FU3oonRktnAOoS7ySYMP 0-11-11 0-11-11 7.00 F12 2 3x4 3 V 6 ,n 0 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) 0.00 4 n/r 90 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.03 Vert(TL) -0.00 4 n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix -MP Weight: 5 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 BRACING- LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or 0-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-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 = 88/Mechanical 3 = O/Mechanical Max Horz 2 = 74(LC 1) 3 = -74(LC 1) Max Uplift 2 = -54(LC 12) Max Grav 2 = 88(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-266/118 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=5.Opsf; h=30ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces $ MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 2. ter,hstme�epnwru[uoi1mS85r1[[yRKERITUS6[OemL6S(7St0YSICI t[[[ti':[L3Y[lilu¢[nd[tedp[ec4rt,vi,edwnntl,Tn„Csipprb[P�mlM4h,e[T.[uk,®,[tldensSin[ee,i�u[,Lnd-i¢nfdmG:1 .01 WTse—murims,§m s:n,u.V enh1,:dt As IW,O!sge Iqm rla,4d„t1e&.;m,ednMsogrymm,mrvµasdmpc4mwda�.miq,er�v[trylcar<sq,dmempe imclym�a�t[uw[.�aTnt. [semy,enoMe k&[n�nc sa,[dar . Anthony T. Tornbo III, P.E. Wrurf[h,ims6;mr[,IEh[Is@ehyus3la[d60ner,fiC.enra da�Duh:kO(a[enea,nheumddh,�@,IYNhr[nl'�:ifo[ud,W111LReyprrtldh,[CONJfi:OntdheTmxhd,Cyfudej,l¢e(a,htlJ.:tiaq(tuysidileeens[�wumsa s80083 hr GergO:sigernehre,m,. memsi!INiINICguI rrcensnlptelws,SlSelwfg6egsel Sc4hlder¢eenR[SQidfisf,l It Sfl o{SGl crrda,aesMsmdpisar. IM1Iidhnhereyreut&su[ASn�eclmc0:i,-,s,Tms L:ipEyz,eWIrnstmf�m,rdm 4451 St. Lucie Blvd. rtMmshdmlMecanmsxaeynh..egyd[canmrhK lh[nn oesw 6[rh[o[dwuaaanper,ntmss[msu[ma dcy [r�saT. ula[rdtrssma; os rsaaudemt. Fort Pierce, FL 34946 (opyright02016A-1RoofTmsses•AetheeyLTodaIII,P.I. Reprobtfluofthisdotomeos,inanyfum,isprohi6hedhithomthemiltenperroissieehooA-IRoofTrones•ArthonyT.TerboIII,P.t. Job Truss Truss Type Oty Ply 69778 CJ3 Comer Jack 4 1 A0129143 Job Reference(optional) , .,,. ��c, , � a•.o , aiyul,a Run: 8.120 s Aug 16 2017 Print: 8.120 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 1710:44:52 2017 Page 1 ID:IMTa5W VdxJ7_cF0OWg_MyeyiLhV-5EnylsxUVidgCFrhhyVvwK2FB3nDnRktnAOoS7ySYMP 2-11-11 2-11-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.00 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 FBC20141fP12007 Matrix -MP Wind(LL) 0.00 4 >999 240 Weight: 16lb FT=20% LUMBER - TOP CHORD 2x6 SP No.2 SOT CHORD 2x6 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. BOTCHORD 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) 2 = 41/Mechanical 3 = -20/Mechanical 1 = 247/0-8-0 (min. 0-1-8) Max Horz 1 = 93(LC 12) Max Uplift 2 = -66(LC 12) 3 = -20(LC 1) 1 = -110(LC 12) Max Grav 2 = 41(LC 1) 3 = 11(LC 12) 1 = 247(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=S.Opsf; h=30ft; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding fib lb uplift at joint 2, 20 lb uplift at joint 3 and 110 lb uplift at joint 1. LOAD CASE(S) Standard rmon.'a fthsSW.@:ramernussaruseysnalr«wsrm,wneecrosTa@cicr�uewsrecurnmrxrar�p�.aA,wades,nm,m„u,g,m..gpary¢mmunRLrulcrNu.rmm,skma:wc�,neA.nrndme,rro.,dr IbT,tremaxyrhs sknle,se{Wrne iCg4le,dt lsrimsOnge 6ra�aste,5ie¢mTbAa°.n: sealna7iU7rym,Wm,ey6x,dWpdrs(udey¢yryrnrmJ�Lir@i ksipd@emfa Tmslyiddn@el00uly.at¢iFF1. Ikhslpn�,¢rins.lel¢rurCus.s�cSd¢T ' nlredCnimsra bifflib@e nyu,isluid6@.m,&Qnehtdrmd ytdnn:Miq O:spa.h@e udedd&1rb@(Nnrrml w9@yakn{r8-Isle yrmddfi,MD de{fi:id�e d@eTmxmderiy1.9n.d¢ye.tMd¢tiw:d tray sidi h@xreymintiryd Anthony T. Tombo III, P.E. @, rrlfyWuRaedG:ksdo. Nednsdrd'¢nslPC nib padirenlgrtdmd@elegdy 6cpeena4¢Idn¢elvi(iaQieififFe{Ir fnalSrU n,deaa16r�3dpi{ae.lrlled¢,s@, reyn,d�tnn{/m:edbrnsc0_•spe,Tren rni� 4ynndlnn Ymfa1nn,nlm: 580083 :@um,nMileaadWnayn¢nmjryar¢w,bun,iltern,o,:•g,bp:n,brgrmc,;u�qunp,,abnssrnesusmad,yr ry.marr�ew�ac,nuama{smL - 4451St. Lucie Blvd. • (opyright®1QI6A-IYo¢llsosses•Am600yr.Tomhofit, P.L Repradoni¢cathis dw¢meet,i!any him, isprohliredxGhaurtdewrittenpermission from @•IRoof imsses-A¢rhodyLiamh¢III, P.L Fort Plerce, FL 34946 Job Truss Truss Type Qty Ply AID129144 69778 CJ3A Comer Jack 4 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Aug 16 2017 Print: 8.120 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 17 10:44:53 2017 Page 1 ID:IMTa5WVdxJ7 cF0OWg_MyeyiLhV-ZQLKVCx6G0IhpPQtFf08TYaOFSSzWtk00g7M7RySYMO 2-11-11 2-11-11 3x8 II 2-8-0 2-8-0 2r11-11 -3-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.23 Vert(TL) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 18 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3 = -162/Mechanical 4 = -244/Mechanical 5 = 67410-8-0 (min. 0-1-8) Max Horz 5 = 130(LC 12) Max Uplift 3 = -162(LC 1) 4 = -244(LC 1) 5 = -210(LC 12) Max Grav 3 = 58(LC 8) 4 = 95(LC 8) 5 = 674(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-366/639 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=S.Opsf; h=30ft; 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 8a MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 lb uplift at joint 3, 244 lb uplift atjoint 4 and 210 lb uplift at joint 5. LOAD CASE(S) Standard traseg-nnea�rna.ee�uasffT [s!se1n611 urnussrmmncssraftau [ataqurcasua:uurmat¢riaa rcc rrurafwa,odsrR::e: m,,:rpea;¢aarresrttrcla©:rtrden,santd¢e.0 ro-,:e�.a,r rmrtet[o.uq WTstrtan pe nsmkesefb re gaale rdi lsatmsu ehp�rpe,sp a2s hs de: sslnegto gam ®:c rearamr esp�:ngr=pa aa�ta�r trvaaaemyruncferer�ae:toanry.vta tt♦Stef<upnaaPus wcsuwuacumaar Anthony T. Tombo 1II, P.E. n/rudltLnsh, ephadstisa, mimiYfardS, a.x:,hnnelse#l�d nrteh'(at asge,h3e utleAdhe�&IxW1a6�17�illig afselL lkgta+ddfarlUaulryfiellne u'8rr;rss;3dC�gl�rTit.a¢ere,i.siJa¢anl hn¢t sS�hQs re�mi61ar�1 ?BOO83 6r ldr¢g asireradsretrmrr. loofa stlNhmsaa nice prtc9srsnlrrtelemrlfieleaUei(rpsel Sat¢Ides¢mer�l8otdaslaalr(.9rdSlGmsdaeeerbrpj,edpieexe.IPsl t6uese,re5,nsaaifinnddlsrdC:L,ssO:s�pa,iass kshe [egrmedtn,r l�mhena,nless 4451 St. Lucie Blvd. rea.nsaEaryrtwmrinerennhn 1Ilarnelm:h><mrrmonwhp.u:tarms�L¢tar�pr,oirmstm¢usmeemlmr¢g.MgUadwasmuam,r:ins. Fort Pierce, FL 34946 feppigbi07616A•1RoolTrasses-Aethonyr.TambaIll,P.E. Reproduniaaasb4dorameal,ioanyform,ispfohi6hedWhIauliheaninenpersaissilaohoasA-I lootTrasses-AnthonyT.Tambolll,P.E. Job Truss Truss Type Qty Ply A0129145 69778 CJ3B Comer Jack 4 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Aug 16 2017 Print: 8.120 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 17 10*44:54 2017 Page 1 ID:IMTa5W VdxJ7_cF0OWg_MyeyiLhV-1 dvi/Yykl JtYRZ?4pNXN?17ZxsR9FKzAFUtvXuySYMN 2-11-11 2-11-11 3x8 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.16 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.23 Vert(TL) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 17 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = -162/Mechanical 4 = -244/Mechanical 5 = 674/0-8-0 (min. 0-1-8) Max Horz 5 = 131(LC 12) Max Uplift 3 = -162(LC 1) 4 = -244(LC 1) 5 = -220(LC 12) Max Grav 3 = 59(LC 8) 4 = 94(LC 8) 5 = 674(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-370/647 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft; 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; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 lb uplift at joint 3, 244 lb uplift at joint 4 and 220 lb uplift at joint 5. LOAD CASE(S) Standard eesfiT-flemBmgYrrtrOr CuRdr0TF 11a48rYll8j.6li3LL 1.7lIf 6GRN11ClS NSiOYi't4Ter)tll67i•JLbYBrtun terLr6Lpry'rdmn(rccl nY,utl,Tmshilptreeiy{I�)a18e hSgi.fuN ol,rLldnen SkdleM ru ComQmiv:ltetmRe rCD,nit ', NsTetraAr�:m:allkveiMCrTOCuhrdi lseTmsees¢c himarc[i.e,Sflalry Giiu:.G:s¢In�lOargmeN®mrdardMrcdvdudeghg,4Jm�d'r ir6r3reesi�dtleshy'eTmctgetrdnhelCBulr,¢ta 11Fl. Ikhsgreuafl¢i tmftiu�tA6lPWi Anthony T. Tornbo 11I, P.E. ' ntnedh;TmsfnsghlBsikMrtgsrstleTdda �rnr.ts Cnds uAc,nd sTrsn 5s6nNor avgnu3eudeddfii QCdrIXsdfa6nlhlfmr,ahntRlt lhspmddfirtaenf nrfald.ud&Tms, trdNiq�Tn}s�gausW:di�nl6arsiddhRe mrnsuLd B0083 6rr]roiO:vRercl6�drt.IDMv ufrd'uO:laCa1@e rnoasnlrr..i,fmsdtleb7�GrpralSeShldnmtiw¢IS4rd5:ieelrRl wiSrU eerdamllGxdprlas.lFFlidim Gngnsd�ndedurdc:rnr>esge,ims �:gilysmneTmsunm�rn,ntrss 4451 St. Lucie Blvd. ieavwhaatryrtanmiyoannY. ryelsmnfi,d,ttarnsdeusremnr7ratxuymiirx,,nTnsspesu�aernrdamtaunrederlmssoresa�nlznu. Fort Pierce, FL 34946 reprrilki02016AdRooTTmses-AathoayT.TonboIII, P,t. Repradomianolihisdommem,iaany form,isproh30edelthoatibevrPoenpermisdaofrom A-IRoelTiess:s-AnihmgT.TonbaIII, P.L Job Truss Truss Type Qty Ply A0129146 69778 CJ3P Comer Jack 6 1 Job Reference o tional Al Roof Trusses, Fort Fierce, I•L 34H4b, aesign(agaIuuss.com Run: 8.120 s Aug 16 2017 Print: 8.120 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 17 10:44:55 2017 Page 1 ID:IMTaSW VdxJ7_cF0OWg_MyeyiLhV-VpTSwuzMod7P3jaGM42cYzfkkGmQ_nEJT8cS3KySYMM 2-11-11 _ 2-11-11 , U8 II 2-8-0 2-8-0 201-11 -3-1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft IJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.15 Vert(LL) 0.00 5 >999 360 MT20 2441190 TCDL 16.0 Lumber DOL 1.25 BC 0.23 Vert(TL) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 18 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. BOTCHORD 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 nuide. REACTIONS. (lb/size) 3 = -162/Mechanical 4 = -244/Mechanical 5 = 674/0-8-0 (min. 0-1-8) Max Harz 5 = 130(LC 12) Max Uplift 3 = -162(LC 1) 4 = -244(LC 1) 5 = -210(LC 12) Max Grav 3 = 58(LC 8) 4 = 95(LC 8) 5 = 674(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-366/639 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=30ft; 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; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 lb uplift at joint 3, 244 lb uplift at joint 4 and 210 lb uplift at joint 5. LOAD CASE(S) Standard Ir,nur-n�vewngwrn.a■su•iaso;f nmsa(ula'l rnassra�sermmncsscusrou-arr)ursostru[st•ma r�tmir ��n„amtun,net, rrsncnissmre�0�l;mttu smmrr.rwm,r:.s,�,m,fsersdv,ra wmme.iu mamas ao.nit taT,Amralipdns"wlikmduraelsaukrails,Tmsorseehreer(u.y,amsrnsa:,�tn�rocnpenms®s�sasdmrsds:vudn�m�mnmamstxdstngedmesuperm,tepednuetrtmt,ctmmtrut,ur,rs,,.rm�tatu,tmncvwaar. Anthony T.TomboIII, P.E. I udnedRsLmlumrkiCngisd,mpn�Jurd6e0..geaann4eMCdqsmnd,Wtegenge.03euaedd6,�hr¢Ldtlelmlklt�ap,ekm11f4Lheepmdd6,ro4ntrtF:A.911,im,:edfgk.Tnftge,b9A1Wni"lidlkdenstrs,uaff?d -4i80083 n,srnryD!dpwmtGrtea,,. IHedn sdNh G+lagnldzrrtti,rsnl pitdnmdnel,CLg6quslSd,¢Iduo,4atll7l9;psfifktllrmniSWAc,idanistarsdptlQt.IPFtedm,s9,ngn,�lbn sd dustl Felms0.•v�s,U,rsk!gdgswntrnssdvSdnFt,nlm 4451 St. Lucie Blvd. ,temks 4bmdin(wam,poderauntrghdlrcnm 4,dnA lkrnss lhda 4gnwhlgl8,truigaasx+,wLms ssdes fire- d.YW14 to arWndtwxtosmdduduTnl- Fort Pierce, FL 34946 (opyright 0 2016 A -I Roo basses-AathoayL Tombo III, F.F. Repsodo[lion of this dommenl, in anyform, is piablhed withounhe mmen permissiao !son A -I Rool!tosses-Amhonrl.Tombo 111, U, Job Truss Truss Type Qty Ply 69778 CJ5 Comer Jack 4 1 A0129147 Job Reference (optional) on Pierce, FL 34946, oesign@aTnuss.com Run: a.1zu s Aug 16 2017 Print: B.120 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 17 10:44:55 2017 Page 1 I D:I MTa5WVdxJ7_cF0O Wg_MyeyiLhV-VpT5wuzMod?P3jaGM42cYzfl DGoS_n RJT8cS3 KySYMM 4-11-11 4-11-11 o � N 3x6 II 2-0-0 2-4-0 4-11-11 2-M -4 2-7-11 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.12 Vert(TL) 0.00 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) -0.02 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix -MP Weight: 28 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 42/Mechanical 4 = -20/Mechanical 5 = 430/0-8-0 (min.0-1-8) Max Horz 5 = 219(LC 12) Max Uplift 3 = -122(LC 12) 4 = -24(LC 21) 5 = -138(LC 12) Max Grav 3 = 96(LC 19) 4 = 37(LC 10) 5 = 430(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-352/258 BOT CHORD 1-5=-272/348 WEBS 2-5=-411/532 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf, BCDL=5.Opsf; h=30ft; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 3, 24 lb uplift at joint 4 and 138 lb uplift at joint 5. LOAD CASE(S) Standard BrTuT-flat autr,k¢wrh the'1l rggf ll�ESi Yl1fP 6E131hIGlN6[OFOIMlS(7STOYs-fOfiP)ifYn[V06Y[II'In¢Irtdriesi�pmdusul,ulwSswEis fnssGsiPOw�ig(Ip;jadds lsflwrLTw}o�lEedana Skrttdnw. 6ehwdlewlu s�felnRe fCa,sdf xsTttsnta,rddts slAkwelfor4aTOhLksdd Aseires0ea�6leer(Ie.,ataQ7fcpwrJ, Gs selwv]Irgrspnahoiarremtd6t{rdesWsl wshxrn)raatEry6r�lah�dlkW¢sTmsfgeldwlie1114esry,wtnlFFl. ikltslpm2alQl udGius.sa7shld( ' sslrsedresTmstxmrktyls6etnryhJtltd40nr.,leUru7sndwdelmwfiebtginga,®3ewddlMOLkR(Wsa6anzfulndulTni.ReerpmlofulUOwi fiuwerarrms; r Anthony T80083 [tI,P.E. nerdlgetsiguud6sa�hr„Nwhs u!ad6�TOh nllkpsCisesnl dewdises a - WEswTm7,slrrm,usldxtisssl!•u¢;sldik�z n�srsniaTel a 60083 Pi'6�w,r>t7mamwpaltdsksslmasuu�erdewynrp�dPummsseee�s,s,wanrd�TwsrraTro:s�gsrrwewltwssua,n�rr,aws ma.Pis&ray.rmamRaagw�.�wryaTrvmsmtnedtk[nnoeuerryauut,ratsru�mslrnu;wTwustda6yr,cdogsasat masederlmssorwasnramt 4451 St. Lucie Blvd. (opyright�7glhA-I Raalimsses•AathonyT.Toaholtl,P.E.Reprodurfiaaofthisdonmert,inany (arm, isprohihitelwuhoolthe sdfionpormissieniromA-IRaolTrones-Anthony LToebo10,P.l. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply A0129148 69778 CJSA Comer Jack 4 1 Jab Reference o tional Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Aug 16 2017 Print: 8.120 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 17 10:44:66 2017 Page 1 ID:IMTaSW VdxJ7_cF0OWg_MyeyiLhV-z?l T8E_?zx7Ggt9Swoar4ACueg6sjFkTioMObmySYML 4-11-11 4-11-11 3x8 11 Plate Offsets (X Y)— [1:0-3-6 0-0-121 [1:0-1-7 1-2-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.01 4 >999 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.00 3-7 >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 FBC2014frP12007 Matrix -MP Weight: 26 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins. BOTCHORD 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 = 114/Mechanical 3 = 28/Mechanical 1 = 31010-8-0 (min.0-1-8) Max Horz 1 = 156(LC 12) Max Uplift 2 = -13B(LC 12) 1 = -141(LC 12) Max Grav 2 = 114(LC 1) 3 = 59(LC 3) 1 = 310(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 138 lb uplift at joint 2 and 141 lb uplift at joint 1. LOAD CASE(S) Standard twerny-nm'Rmyk¢rtnev6e'}I COuf n8L15,15,01'j5113111RYSe[01MMISMIDYr Nf:Y}1R67R(MBI'lun leNthilppv-9usnlnd:ofsaGslnssCe9pPnryO[9j®!mComQmheMelnR:IGO,sdr ILtetmsxardmss�e leueddreeTeeroh N.i 4simsfi:sye [q�e{u,sr�r[sr lfi:so-�x�tmsgmms m.nga.sdmr :shwnse::shtmpxatryara�rsu,dm:m Tm:tgdeaamIDewr,uta mttletnpnn�mcurturr:dcus. ttmt�:dt Anthony T. Tomtro 111, P.E. al rstdhsTntsbatar4LLfsrhOe nqusiateldhOrur,m Onds �nudgeSuneWt y0n:pe,hle udeddtielC.QstKallie lud�:Iliq:dsa/IFIL Ikegrymldfisf00a1 n1fi:id.sedflrims; hdsi�rnllay slage,hshGtinnitn�ildh@e m�mniiiryd �80083 mu7f ra,sigum[rearOsr.hied:ssdrahmtaendser�s+�adp��:�sdrstraral aa�ew ldsnldrsr�¢Ixjlae,redgmwscl c:mcs ldm�dpn��TFFlitxsas ngnu�mh nl aasdmtnssn:vpa,Tmsu:�pr>;ssemtnssumhss,odm 4451 St. Lucie Blvd. sMrhsM�zdNs[e0mrywdgnhnmq hdlprnn Onhed lk rn;tDes!p Glaalsl9l8:t:lllq Ot:Isw,ulnu SrtlraGs►widoJ trlliq. Naltrlfid MumulalbdeinL Fort Pierce, FL 34946 Copyright0teldA-Iloof oss:s-AdDayLTarbolit,P.L Reprodualaaafthisduament,hanyform,ispmblbnadwitbouttbeminenpermissionfromAdPoafLnnn-AathoayT.Tonho111,F1, Job Truss Truss Type Oty Ply 69778 CJ5P Comer Jack 6 1 A0129149 Job Reference (optional) T Rooi Trusses, Pon Pierce, FL svavo, design@aitruss.com Run: 8.12o s Aug 16 201 y Print: 8.120 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 17 10:44:57 2017 Page 1 ID:IMTa5W VdxJ7_cFOOWg_MyeyiLhV-RCarLa?dKEF711 kfUV54dOl5j4T9Si1 cxS5Z8CySYMK 4-11-11 4-11-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) 0.00 4-5 >999 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.15 Vert(TL) 0.00 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.02 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MP Weight: 28 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 3 = 42/Mechanical 4 = -20/Mechanical 5 = 430/0-8-0 (min.0-1-8) Max Horz 5 = 219(LC 12) Max Uplift 3 = -122(LC 12) 4 = -74(LC 9) 5 = -143(LC 8) Max Grav 3 = 92(LC 19) 4 = 10(LC 3) 5 = 430(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-336/260 BOT CHORD 1-5=-272/348 WEBS 2-5=-419/485 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft; 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; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 3, 74 lb uplift at joint 4 and 143 lb uplift at joint 5. LOAD CASE(S) Standard 7odst-Flan murky lTnrinEelllD:i t10L6jSFifa'jdn3ll 19Elf6fNDRIDS(DStDYj WlSjtt[[D5tID6Y:IT'pm lerts teilpp dnrnlruletlsutlsfnnLnlpNvy{fIXPpIDek6siT.T¢G®,If.ldere;e Skdldnr m. Ddsn d-mWduGe RD,.11 FHT:trmmpteHsskDknelldmlpl0lesd:t. ,4rlms0age FyNd¢e„Sie tE Detslgmi169tgrtfah sc rvFhvrdMFnh:tHoduSF+vrmgrnFuddithrGelrsipd9e cbFH Trrss leF3tdntLlDDnIF,utnlRL lhh9rysmytnL4et ws1d."'w`t% Zt alardksL 1u.1hll,FDDempnhfirydtw,0 ,t.Dun.Ahdysdnde&DFaTDa:pe,h4eutledddrQCWXsdtsEMErilfmtmhdlALNtipuld6rl00udgfnldmdWh.ntNrtF dupdeye,HWW..ik-10dlkkq.witid'��OnyT.TOffIt10III,P.E. mletne!ufa1Wh1n.IDahssdd'aIr1DCWDxpsCasWrHmadfietffyGepeslSadtidme�l(14jdfihtlttDuSMus f—if-P-dTsid-151ldwafatslwAMMWhtirsd1,TniLLr<•sa,T-Imphp—i1-11.drdnu,nlm =80083 7dlirts HrthA th InnDrdp fyhw b FDImdnlGyOrslp�yahnsggee lion dtylo9fht. Nnih@Nhn; us uddnt Hint. 4451 St. Lucie Blvd. Fort Pierce, FL 34946 (apyrigh1a1g16A�19Do1L�ssec-Ar�o�LTDo6DiII,P.E. Repredunianolthisdonment,inany krm,Ispro6i6itxdKBhoalt6enfienpetreissioehooA-I YDD1Tnsses•AethoorLTumhDIII, P.E. Job Truss Truss Type Oty Ply A0129150 69778 HA Diagonal Hip Girder 2 - 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Aug 16 2017 Print: 8.120 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 17 10.44:58 2017 Page 1 ID:IMTaSW VdxJ7_cF0OWg_MyeyiLhV-vOBDYW?F5Y0_wAJr2DcJAbHDxTo7B9E196r7gfySYMJ e 3-7-12 i 7-6-7 t 3-7-12 3-10-12 2x4 II 48 II 3x4 = 1-3-10 -5-1 b 5-9-3 Plate Offsets (X Y)— [1:0-0-7 0-0-81 r1:0-1-4 1-8-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.02 4 >999 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.01 3-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MP Weight: 41 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOTCHORD 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. (Ib/size) 3 = 307/Mechanical 1 = 549/0-11-5 (min. 0-1-8) Max Horz 1 = 167(LC 4) Max Uplift 3 = -314(LC 4) 1 = -482(LC 4) Max Grav 3 = 307(LC 1) 1 = 549(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-266/331 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 314 lb uplift at joint 3 and 482 lb uplift at joint 1. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and 47 lb up at 4-2-8, 39 lb down and 47 lb up at 4-2-8, and 88 lb down and 139 lb up at 7-0-7, and 88 lb down and 139 lb up at 7-0-7 on top chord, and 61 lb down and 104 lb up at 1-4-9, 61 lb down and 104 Its up at 1-4-9, 49 lb up at 4-2-8, 49 lb up at 4-2-8, and 24 lb down at 7-0-7, and 24 lb down at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-72, 3-4=-20 Concentrated Loads (lb) Vert: 6=121(F=61, B=-61) 9=100(F=50, B=-50) 10=66(F=33, B=33) 11=-21(17=10, B=l0) Beth!-Bns, et�guta>4. ne�e�no�'.r.71ASSE5(SAlri'j,6It3111!L4ftr9fN11GlS(JftUY(rOrcY'JiI{Wbi(Pe-YEYI'6m rerLrleilpp;r.!tututrcJ e@ru�dt frnsenipMiug{II�uNrtetmvrCrNa©;rElea-n3 SSett6etare �u. GhudmieNeln6�RC,tdr Mdet�trWes:IdfknNfeSsiIX;hleN:i lttTntt0�4 brm'y6�.trfTts4'•dQ:sxlnmpIDorgmNsotvryatAmsrt:sfuil etytxeugemtSAry6r3t dts�dhsfighrmssgsdueemoNr,nloinr. lxit:tpw.opaet; Itri¢iutL^iets.sahtaDt Anthony T. Tombo III, P.E. ' e:rnedhtTnttrumrreiEhl69e eeyui klaldh U.xr, escnetto�md epsun:ta><j o,. ,uHe whdd5v�&IaWfaIN'uilielo63rze1r4L 1teen—lefit lCO¢te O.-M a ddtlmsk etfg1tslGyetnge6neee*ai F.nag sit iehrt!1aA4iryd i80083 lit k7tg O:sipratf tr. Ihetles ts!Nu®eleC olhrrtEim ne rridmsAtllruby4.^peslSieh�r��P�lp elrl�nlSGAntekusltxrx�dptlst.lPFl le:mrt8reesrnshTdes orGtimedMluftO.rspe,Lam h!Gt6 ecrsilnttYmh3ru,Ntts 4451 it. Lude Blvd. thmtss&Falb.rtee�tpettptm.roggartress itNt:i lit Im Ptnp bltru is 1171sx stung o,npe,nTinsyma E.P. atglA4 tuatatnd!eftmst rt erulrN. Fort Pierce, FL 34946 (opyright®2A16A-1loclLrsses-AmhoayUeda III, P.E. Reptoduttionelthisdotument,inoayform,ispsohithedxGhouttbetnitlenptrmistioahomA4RoofTrosses-Aidonyl.TamboIII, P.E. Job Truss Truss Type City Ply 69778 HJ2 Diagonal Hip Girder 1 1 A0129151 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Aug 16 2017 Print: 8.120 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 17 10:44:69 2017 Page 1 ID:IMTa5WVdxJ7 cFOOWg_MyeyiLhV-OaibmFOtssWrXKu1bw7Yipgiqt28wbcvOmagC5ySYMl 4-6-3 9-2-4 4-6-3 4-8-1 2x4 II 3 3x4 2-8-9-2 �l 2-8-9 -510 9-2-4 6-0-1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.03 4-5 . >999 360 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.63 Vert(TL) 0.10 4-5 >708 240 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Wind(LL) -0.04 4-5 >999 240 Weight: 53 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 *Except* W2: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-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) 4 = 6/Mechanical 5 = 279/0-11-5 (min.0-1-8) Max Horz 5 = 285(LC 26) Max Uplift 4 = -370(LC 4) 5 = -798(LC 8) Max Grav 4 = 219(LC 35) 5 = 727(LC 35) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-275/136 BOTCHORD 1 -11 =-46/299, 5-11=46/299 WEBS 2-5=-489/442 NOTES- 1)Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 370 lb uplift at joint 4 and 798 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 152 lb down and 264 lb up at 4-2-8, 152 lb down and 264 lb up at 4-2-8, and 184 lb down and 102 lb up at 7-0-7, and 184 lb down and 102 lb up at 7-0-7 on top chord, and 61 lb down and 74 lb up at 1-4-9, 61 lb down and 74 lb up at 1-4-9, 155 lb down and 272 lb up at 4-2-8, 155 lb down and 272 lb up at 4-2-8, and 106 lb up at 7-0-7, and 106 lb up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-72, 4-6=-20 Concentrated Loads (lb) Vert: 9=275(F=138, B=138) 11 =1 21 (F=-61, B=-61) 12=331 (F=1 66, B=166) 13=61(F=31, B=31) e¢mr.x,nmafura�e.n, kno Tmsa(refa}sTeau rnxs s faaomcm fosfwy-rofayumetauarwn T¢rrmm�, a¢,nf ¢rf aar ae f¢nh�Qo¢.¢rPoq�f mfm.rt fnr, m u.f, s+�ard.r w wnr ex¢.med f ew m.¢rf wvt¢�¢:skakenfh eOgnkeo4ls.T¢sonvh¢(wa�rrsv:m:�nepTmynm®eearPmd¢d¢rawn3rnfwmhdpdr:¢perm:fern&IDU¢If,nf¢TRI.Iffihyrnnarm4rtai¢dtn n¢7dnr ' nlaedl>sTunlrg4W2rghfie¢srysv.[didd0axr,EsOaxrres¢o-dr¢n�rarapo�u�a,uae¢addn:uCergfafrab�a, nteafmtne ddhrlCOaf e•�frudarTmr:¢mf hnrhanYT.Tombo III, P.E. 80083 ifv3 qpn ne . yfneT�.snefe,6slsdsaftv¢rsldlhhn�nsipTiryd : � 8n063 6srs3foig:sigerelhmmin. fgahs: wbralarufael¢GmnlgrldmdtaWtfejh sllceryld¢sdcm(1t9)pi lhmvfAecrrdeunl6rrnrdpilue.151M Nwjns Ti¢ofheesili:Lns0.•i,�s,T¢nL9ph snrailnnYmfi9ru,¢�ns 4451 St. Lucie Blvd. mam,h6x11rtfNbryadryndnerfgdryleshrdnllNfnnd9n[yoaHt7lMbll�Msip¢,aLnsSpgshriaetoJedltrydOaTod¢efMa:mnddnd¢RFI. Fort Pierce, FL 34946 (apyrighf�tU16A-IroolTnsses-Aa16o�LTamhoIll,P.F. gepfodouiaoatthifdommem,ino ifform,isprohNedwhboulthwittenpermissic¢fronA-1Ruthann -Waorl.iambnIII, p.I. Job Truss Truss Type Qty Ply A0129152 69778 HJ2A Diagonal Hip Girder 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@al truss.com Run: 8.120 s Aug 16 2017 Print: 8.120 s ID:IMTa5WVdxJ7 cF0O1 16 2017 MiTek Industries, Inc. Tue Oct 17 10:45:00 2017 Page 1 nyeyiLhV-snG_zbl Vd9eigUTD9denFONSSHNlf1 h2dQKDIXySYMH LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.10 4-5 >815 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.67 Vert(TL) 0.15 4-5 >544 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.07 Horz(TL) -0.15 3 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix -MS Weight: 51 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 121/Mechanical 4 = -52/Mechanical 5 = 283/0-11-5 (min. 0-1-8) Max Horz 5 = 308(LC 8) Max Uplift 3 = -256(LC 8) 4 = -95(LC 19) 5 = -779(LC 8) Max Grav 3 = 196(LC 35) 4 = 131(LC 24) 5 = 776(LC 35) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-313/120, 2-9=-287/84 BOTCHORD 1-11=-0/308, 5-11=-0/308 WEBS 2-5=-535/524 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf,- BCDL=5.Opsf; h=30ft; Cat. ll; 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) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 256 lb uplift at joint 3, 95 lb uplift at joint 4 and 779 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 152 lb down and 264 lb up at 4-2-8, 152 lb down and 264 lb up at 4-2-8, and 189 lb down and 102 lb up at 7-0-7, and 189 lb down and 102 lb up at 7-0-7 on top chord, and 61 lb down and 74 lb up at 1-4-9, 61 lb down and 74 lb up at 1-4-8, 91 lb down and 272 lb up at 4-2-8, 91 lb down and 272 lb up at 4-2-8, and 39 lb down and 55 lb up at 7-0-7, and 39 lb down and 55 lb up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=72, 4-6=-20 Concentrated Loads (lb) Vert: 9=275(F=138, B=138) 11 =-1 21 (F=-61, B=-61) 12=331(F=166, B=166) 13=61(F=31, B=31) tYadtr-Hnu @¢¢ylIrma.Cu9d IO:F iIOSSE3(fNe)eE[31[t7llftt@INIIGIS(IIfiOY'WT3"il(1[9e71MYEMkn rrtd[[uip [mr!inc Mtxt ttuEni¢¢ksipOrs+i[ON}dNk➢w[l.[rtkt lt,rEkkntS'wfldue w. Cehve2min nlelnRelf4ul[ Whtm�arddts siedktsetitt@ttplLletdL lse[ms0ece[yretr7n,S,eds6rFrli>;±p@:7sln¢Ttbirgr¢akatetprnd@t{ed¢il¢il eyv:nagra{�lda{M@tl¢ipdfle mptTmeteleLM¢deTepuy,¢lotai. Tkdtdpecautt¢srafarut/ducsrmlddj Anthony T. Tombo III, P.E. WerdhsTmskrmrtetisde mrnslirydC+eOmr,EeOneisadaueltpil¢de k7�C:npe,h@e teAedddt�@tiS(¢tl6lul'rFlriyc.§¢fml. tke ep:ml dlitl00¢t et Fii.¢fflt6.ss, tdtCiqkseTq,slaep,hslt,sIstnitmy t4iEle4rt¢siNerd #80083 @t6a1�{kdperad6aed¢.19ut'sededb�l0osdbjmdisulpMr¢n@e[taa{o�pwSA4V rn.pulphkn[tr, M,lde¢�Mpdpitar,Tnitf¢@t¢qn¢bbn.1m¢alktt¢;onv-,T-c6pho—i[¢nrm@�a,¢m 4451 St. Lude Blvd. tdmntldmelye(Wedtpade{n@ncea, iydlremts@nhei Tk T.. hop Elm is HIM 1,814ptst[w,¢Tmsdpuz[.Iwo deq k014 M.1wa lecs¢tn ddlaftml- Fort Pierce, FL 34946 (apyright®7d16A-IRaolrnsses-Aethooyl.lomhoill,P.L Repeedodiaaait6isdommem:iaeayiosm,isptobi heiOhmrhowineapemissioolromA4boifrosses-Amhoayttomholil,p.i. Job Truss Truss Type Qty Ply 69778 HJ2B Diagonal Hip Girder 1 1 A0129153 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Aug 16 2017 Print: 8.120 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 17 10:45:01 2017 Page 1 ID:IMTaSW VdxJ7_cF0OWg_MyeyiLhV-KzgMBx27OTmZnel QjL90nEvdyhizOV7Cs43nH_rSYMG 4-10-1 9-10-1 4-10-1 4-11-15 n N tz- O4 V LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.05 4-5 >999 360 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.67 Vert(TL) 0.14 4-5 >553 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.06 Horz(TL) -0.15 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Wind(LL) -0.06 4-5 >999 240 Weight: 51 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3 = 122/Mechanical 4 = -57/0-5-5 (min. 0-1-8) 5 = 285/0-11-5 (min. 0-1-8) Max Horz 5 = 308(LC 8) Max Uplift 3 = -263(LC 8) 4 = -179(LC 5) 5 = -824(LC 8) Max Grav 3 = 189(LC 35) 4 = 72(LC 31) 5 = 755(LC 35) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-303/119, 2-9=-288/84 BOT CHORD 1-11=-0/308, 5-11=-0/308 WEBS 2-5=-567/492 NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=5.Opsf, h=30ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 263 lb uplift at joint 3, 179 lb uplift at joint 4 and 824 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 152 lb down and 264 lb up at 4-2-8, 152 lb down and 264 lb up at 4-2-8, and 184 lb down and 102 lb up at 7-0-7, and 184 lb down and 102 lb up at 7-0-7 on top chord, and 61 lb down and 74 lb up at 1-4-9, 61 lb down and 74 lb up at 1-4-9, 155 lb down and 272 lb up at 4-2-8, 155 lb down and 272 lb up at 4-2-8, and 106 lb up at 7-0-7, and 106 lb up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Unifonn Loads (plf) Vert: 1-3=-72, 4-0=-20 Concentrated Loads (lb) Vert: 9=275(F=138, B=138) 11=-121(F=61, B=-61) 12=331 (F=1 66, B=166) 13=61(17=31, 8=31) tr ,nr-n�nangorndt. ee �naar noss¢{sn tr r[rau i rut a m,mness rusmu ruta)t erosvue mr a rMryeni�N, d ,nercdte, nea, Tan a,ig,rmr�(t� mlm reaii. rnu m,u.r �., r�cdnt w ad,n dia. n r�lm et tcomlf fUT,kt�t4rrldessiAku,rbrStlrOplesd4sstTms0eva6g�e(ie,lrealTGg�t.eesdnrpl�7rgrtumneeRraudCrrak:su,dnrunru3mra�e+i.aibr@x4uvd9eugYim,eycWnAe@UWi,n[nrrn.lkhdpnaolentletui¢doucumswi AnthonyT. Tombo III, P.E. nersedtna,un,mduslhallnrii'U. ddo��,aonefrresmdoy�nnrar�gemri,oe«dmdrxu'aracwrar>2tsu�gdmma.mtmnddamnne�eu.�d�rims:cdrcgtirqdatgamdae.nrrmrssmheemrn,�aatd BOD63 muugoes cd6tnly.seMus rd'nrcT60nd�rnCrcesulryldundsild singrcnllfnlduadea(tlsQt1641hmnlStCltntdaenetxFesdrusaa17F1idmWusneeTSnWhend�Lns�ge,TmsR:pfy�enolTnss4m4mu,Nm 4451 St. Lucie Blvd. mmnslernearyttwmgeagna.m,gdreonh,sh,tlgrnnDsnaOghs�uc,rah:uWwdsx,,,runssrmshlwndsrplriuur.magadcramcsmnadmretns. Fort Pierce, FL 34946 (opyrigbi02016AdRoofinsser-Anthony1.Tombelll,U Reproduction of ibis domment. in any (am, is pioblited without the viftlen permission from A-1 Roof frissas - Anthony I. Insole 111, F.L Job Truss Truss Type Qty Ply A0129154 69778 HJ2C Diagonal Hip Girder 1 1 Job Reference (optional) Al scoot I russes, t-on Pierce, t-L 34946, oesign(aoaltruss.com Run: 8.120 s Aug 16 2017 Print: 8.120 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 17 10:45:01 2017 Page 1 ID:IMTa5V VdxJ7cF0OWg_MyeyiLhV-KzgMBx27OTmZnelQjL90nEvemhitOV3Cs43nH_ySYMG 44-12 8-_11-7 T 0 2-8-9 2-8-9 �-2 4 5-1 8-11-7 5-9-3 -- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.07 4-5 >999 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.68 Vert(TL) 0.11 4-5 >598 240 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) -0.14 3 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix -MP Weight: 46 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 78/Mechanical 4 = -86/Mechanical 5 = 27910-11-5 (min. 0-1-8) Max Horz 5 = 280(LC 8) Max Uplift 3 = -225(LC 8) 4 = -136(LC 19) 5 = -754(LC 8) Max Grav 3 = 194(LC 32) 4 = 131(LC 24) 5 = 736(LC 35) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-275/110, 2-9=-255/90 BOT CHORD 1-11=-0/280, 5-11=-0/280 WEBS 2-5=-480/464 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=S.Opsf; h=30ft; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 225 lb uplift at joint 3, 136 lb uplift at joint 4 and 754 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 152 lb down and 264 lb up at 4-2-8, 152 lb down and 264 lb up at 4-2-8, and 189 lb down and 102 lb up at 7-0-7, and 189 lb down and 102 lb up at 7-0-7 on top chord, and 61 lb down and 74 lb up at 1-4-9, 61 lb down and 74 lb up at 1-4-9, 91 lb down and 272 lb up at 4-2-8, 91 lb down and 272 lb up at 4-2-8, and 39 lb down and 55 lb up at 7-0-7, and 39 lb down and 55 lb up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-72, 4-6=-20 Concentrated Loads (lb) Vert: 9=275(F=138, B=13B) 11=-121(F=-61, B=-61) 12=331(F=166, B=166) 13=61(F=31, B=31) r ,;,t-Fleni@u�urrenn ne •u r@r,: rtu5ers(Srdtrrsi�u taus a raeomcssrostaurw�urnautsuur taa rrntt<,�np,:.nn s<trKlmr urr t�,s r�r�taa�.mrpoe;am rm.rt roars le,tt.tdaeea saertda� n+ lsr� ce.�re nns m m� tao.alr MT. kamehrom"WokiaihrNTaagk Sdt MI MS Csr_s lltmaoo.LSpo<4/F< @: Sad a.1TP gRstds.-P.,d@errde:uudusb:xurrxr ad4tr@x imp d9,oft Tm-; egmd n@:Too It, W.Titi- heftonnsrtees, lair da.s sowul. Anthony T. Tornbo III, P.E. ' Wnedr,;Ims iarsgh&Sh@emrydilai d6, a.iw,aa80083 m ratwimdpunuiioauw. meder,dmirs�To¢mesa�aa:lr,.Ed.ndarrrz�ka�w5dd51d�roda�putr.kesxenrTnmsw�,rd�txiysdreAae. IFFl (rims@eregnukTEss udk6rSd2luss@fps,Tnnoedp t,enQeTmsttmnsne,,aen 4451 St. Lucie Blvd. t@nrlsi Edmdkrarwaaaepedgnm Haug IrdlFas whit ik Tma Dian lip,, @ rll@esc@iq win"TmsSphf himsa d.11,11iy tnaidi@e! Ma: in it EdhitsliFl. � Fort Pierce, FL 34946 (apydgbt®tRldklRoofTnsses-ArlboayLTonbo111,P.E. Repraduoionoftbiskumeat,inany laim,ispioRitedwuhouttbewiineaptrmiisiaofrom A-IRociTtasses-AmboayMombe111,P.F. Job Truss Truss Type Qty Ply 69778 HJ2P Diagonal Hip Girder 1 1 A0129155 Job Reference (optional) Al moor Trusses, tort Pierce, t-L MV48, aesign(maltruss.com Faun: 8.120 s Aug 15 2017 Print: 8.120 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 17 10:45:02 2017 Page 1 ID:IMTaSW VdxJ7_cF0OWg_MyeyiLhV-o9OkOH219nuQOoccH2gFKRSoa52D7yGL4kpKpQySYMF 4-10-1 9-10-1 4-10-1 ' 4-11-15 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.05 4-5 >999 360 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.67 Vert(TL) 0.15 4-5 >544 240 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) -0.15 3 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix -MS Wind(LL) -0.06 4-5 >999 240 Weight: 51 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 3 = 121/Mechanical 4 = -52/Mechanicel 5 = 28310-11-5 (min. 0-1-8) Max Horz 5 = 308(LC 8) Max Uplift 3 = -263(LC 8) 4 = -180(LC 5) 5 = -827(LC 4) Max Grav 3 = 189(LC 35) 4 = 73(LC31) 5 = 756(LC 35) FORCES. (lb) Max. CompdMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-301/120, 2-9=-288/84 BOT CHORD 1-11=-0/308, 5-11=-0/308 WEBS 2-5=-568/487 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=S.Opsf; h=30ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 263 lb uplift at joint 3, 180 lb uplift at joint 4 and 827 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 152 lb down and 264 Its up at 4-2-8, 152 lb down and 264 lb up at 4-2-8, and 184 lb down and 102 lb up at 7-0-7, and 184 lb down and 102 lb up at 7-0-7 on top chord, and 61 lb down and 74 lb up at 1-4-9, 61 lb down and 74 lb up at 1-4-9, 155 lb down and 272 lb up at 4-2-8, 155 lb down and 272 lb up at 4-2-8, and 106 lb up at 7-0-7, and 106 lb up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=72, 4-6=-20 Concentrated Loads (lb) Vert: 9=275(F=138, B=138) 11=-121(F=-61, B=-61) 12=331(F=166, B=166) 13=61(F=31, B=31) Yrakf-flea armll¢redn Sk'J•I IODi i1mSES(S'.ilflj.Li[3ll I�LIS6f01DIM4fRNYj {arcr')1(IrD61106YEYt'Wn rrtdt h,iprcrcEnrMrnl rlefnld,lrtnCe!IpDrtebl�IDD`,dDrkCarLlarlr W,rf.IrM iSkatderw, Cxlnrdmin dddn�tGD,,dt . WLkae.dups,kokudih201041t,dtAsrim!D-v,e6pexlte,tp:nhstrye:srdnmgrt+�rgnamere4�aaratnk:sluduga:aasm d�try�rnehsgd�em/errnct!res4o!eemDedr,ntomtnehupasaeµn!,I�aradoas.mwuar:, AnthonyT.Tombo111,P.E. Zt of nedMTirss hr�taEtr;IsBrnymti:laldh0.sc,�0n,7crQrmdgran deW610!vpa,6@e adedd8!�&IGnih4alen7GgaN nfm-L lkgtmdd6rlDDNerfeNnedBrim,, 4drWkrslq,skge.ash"diwnlfrasrsHlM@enrymirBiryd mGDtgD!si¢acd [„r~rrd,a. Nedra se lab YalDDrdb f3di—Ari!Ihndtkw4ikrnai SeflyhhMfiM(11!9Jdrdk l?M.I l(A er,dcr Mr-dpilse. lFFl id�ns&ngns*uTFie, ®dAN!dMlms0:4 n,rm,s an ? 80083 g iptgsardtmsimhdnu,rdm 4451St. Lucie Blvd. rl5oais:hfadkrLWN rpaiq,rk smem Irtl Ixmsh!d„L Ik tnstaedp ha0.r! h rglMk]IigD,dpa; whnsSldm hlk!a drry Mafiq. SDafadedffirs orrsddfulkTtL1. (apyiighf 02016A•Itoafbasses-AathonyT.TambaIII, P.L tepraludianafthislommeet,inanylom,isprohih0elwithoutthesnitsenpemissiaaisonsA-IAoolirossas-AmhonyT.TawbaIII,P.L Fort Pierce, FL 34946 Job Truss Truss Type Oty Ply 69778 HJ3 Diagonal Hip Girder 2 1 A0129156 Jab Reference (optional) All Roof Trusses, Fort Pierce, FL 34946, design(caltruss.com Run: 8.120 s Aug 16 2017 Print: B.120 s Aug 16 2017 MiTeK ID:IMTa5WVdxJ7 cFOOWa MveviLhV-GMv6cd Inc. Tue Oct 17 10:45:03 2017 2x4 II 2 8-9 3-2-4, 7-0-2 2-8-9 -5-1 3-9-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.02 4-5 >999 360 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.60 Vert(TL) 0.05 4-5 >952 240 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) -0.10 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MP Wind(LL) -0.02 4-5 >999 240 Weight: 37 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 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 = -36/Mechanical 4 = -134/Mechanical 5 = 33810-11-5 (min.0-1-8) Max Horz 5 = 219(LC 8) Max Uplift 3 = -112(LC 8) 4 = -174(LC 19) 5 = -685(LC 8) Max Grav 3 = 37(LC 32) 4 = 48(LC 26) 5 = 636(LC 35) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-348/357 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 3, 174 lb uplift at joint 4 and 685 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 151 lb down and 258 lb up at 4-2-8, and 151 lb down and 258 lb up at 4-2-8 on top chord, and 61 lb down and 74 lb up at 1-4-9, 61 lb down and 74 lb up at 1-4-9, and 152 lb down and 266 lb up at 4-2-8, and 152 lb down and 266 lb up at 4-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-72, 4-6=-20 Concentrated Loads (lb) Vert: 9=269(F=134, B=134)10=-121(F=-61, B=-61) 11=324(F=162,B=162) w,ny-n� em�lryRr�.et luossnmsaN1131MUMS eemmnaulmTor-rorrlmeamimsuurma reLtli.Ip 7-*,,!e„a.t,As,Tn„knpD.,.Ipe;.la,lm.rr.r�km,FLI& ,skdtdv,m u,uvee. <mdmv,rca,us 16Tttnemerp'm„YAk,ulfurkiWhk,di 4,TrusOsg 6seee[,2,5r�1'Trued=tote®P�'�t4+ot��patdlitr,w4uiudnrh:,dq,nrxdr tr6r7a/ny®dexsgh rm; ttImar Tooulr,l. MI. I. mWoy Anthony T. Tombo Ill, P.E. Zt- W.0 MT,m fa.1b&r IsN,.1 :Lhddga,gfe ati.,n',t�@,mei,leann,k7(pOa.�a,hle amddfi3OC@tR(a11k6xIk;IfaruHafiM. ikserynddfu100netpfi:nmdhtir<,,,I.dKnrk+ele3,dctl,,erfefdsalkn�>1eGYtBen,rns�iryid #80083 nenatnorslys d6tm1rt.11emsMtd'ukTOCne�lrzCasnli,itfnesdhe4fr4ceaSdhldnsekeQ4llfik/lrlFlulSinmedarilhrdpts,.1r41ldnnB�ngnu3bnadAt,iPnkn;rdvp,Tm osy,teF,t neTns:umnmu,Nm 4451St.LudeBlvd. tem,n,mm,fh,c,:omtpedernarvr�ydrmonmte,tlkra;seedybJuIsINfitkgltgDn1jtt,uumsTax[spadisIV11q.soasoeQdba:misadrnluTru. Fort Pierce, FL 34946 (opyrigbta2UI61FiioofTivsses•AefbooyLlambotn,P.F. Rep,oduniaoaffhisbrumeof,inonyfotm,isprobi6hedwhhoufthewrineafeneissiamfrom64loafhasses•AmbomyT.tomboIII,P.F. Job Truss Truss Type Ply 69778 J4 Jack -Closed Sty 5 1 A0129157 Job Reference o tional Al Roof Trusses, Fort Pierce, 1 34946, design@altruss.com Run: 8.120 s Aug 16 2017 Print: 8.120 s Aug 16 2017 METek Industries, Inc. Tue Oct 17 10:45:04 2017 Page 1 ID:IMTa5WVdxJ7_cF0OWg_MyeyiLhV-kYVUpz40gO87e5m70Tj PsXlQutBbsjeY2lRulySYMD 3-10.8 3-10-8 2x4 11 3x8 I I date uttsets (X,Y)— 11:U-3 f5,0 0-121, 11:0-1-7,1-2-13] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 4 >999 360 MT20 2441190 TCDL 16.0 Lumber DOL 1.25 BC 0.12 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/rP12007 Matrix -MP Wind(LL) -0.00 4 >999 240 Weight: 22 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3 = 76/Mechanical 1 = 267/0-8-0 (min.0-1-8) Max Horz 1 = 119(LC 12) Max Uplift 3 = -90(LC 12) 1 = -120(LC 12) Max Grav 3 = 76(LC 1) 1 = 267(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1)Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 lb uplift at joint 3 and 120 lb uplift at joint 1. LOAD CASE(S) Standard Ymitr-Flnntlmtlk¢nrfnrw'!dIO;F llaSfESFinlrl•J.6It311 WarOMORm4rivosras tunas mirhm rrdt&ilp rmc!IntudrtdMa,udtlnnhegsWcxglNC;dmimnith:hio,rErrmmssmta.:re. Tdeure�inraemmesgamr wvtm�ffi rWssSgkmsq meipins,tdta,ermsownh�nnpr sr hpnc;o:,mnairo7 ymm m.m�na,dapr,unense,mrr pcnarm mi, pamemp,imsryimn�soonir,araTar is kupmunren> doruLLnn msum AnthonyT. Tombo I11, P.E. ' Nn:tsw:shmlzuTln7tsn9t,npn9:W1d�O.ur,�Omi,eflnu<igeCnAt Wig gmQ.e,h9eurteddliWdG@en[QIISeImISslGgdiuliFFl.rkeenimldfnrOOulssrnldnedflrTms,IsCedagFeu7gileep,nsW.tl�nlhe�s4dhren.rmOa J 460083 4451 e: rr7tarO:siguvl hahcta. Igatnm rd u &IaC N3eptEi,nnlpi�dnesditek;iai (rep:sl Sch¢Ideme,t[SI)psF.hllrrFlrtf SILO m,dnuul6rpadpilue. lTFI winsOensstmV'mn alQntssllkLm @spe,Tnss a::iphT:,mdlnss4mh3nu, ttkss tam,wmrytrwnmWctgmm�spymr>anm�dsarnssonprcpHnr,tmrngoapn,aunspmopcarimnafgmaresmtasmna�uasma. Fort Lurie Blvd. (opyrighi D Edld kl ioalTnsses •Amhony T.Iomha W,P.E Neptodunioa althisdamment. in anyform, is prohi6hed wdoutths written /eruissiaeNon A -I toof Trusses. Aethanyl. Tambo lll, p.E. Fort Pierce, FL 34946 Job Truss Truss Type city Ply A0129158 69778 J5A Jack -Open 4 1 Job Reference o tional Al Roof Trusses, Fort Pierce, FL 34946, cesign(cgaltruss.com Run: 8.120 s Aug 16 2017 Print: 8.120 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 17 10:45:05 2017 Page 1 ID:IMTa5W VdxJ7_cFOOWg_MyeyiLhV-Ck3tOJ5eRiG_FFLByBEyy44StICwKJ4nmi1_QlySYMC 5-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 TCDL 16.0 Lumber DOL 1.25 BC 0.16 BCLL 0.0 Rep Stress Incr YES WB 0.06 BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOTCHORD 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 = 63/Mechanical 4 = -39/Mechanical 5 = 431/0-8-0 (min.0-1-8) Max Horz 5 = 220(LC 12) Max Uplift 3 = A08(LC 12) 4 = -93(LC 9) 5 = -143(LC 8) Max Grav 3 = 98(LC 19) 5 = 431(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=326/266 BOT CHORD 1-5=-273/349 WEBS 2-5=-437/450 NOTES- 1)Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft; 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; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. DEFL. in (loc) I/deft Ud Vert(LL) -0.00 4-5 >999 240 Vert(TL) 0.00 4-5 >999 240 Horz(TL) -0.03 3 n/a n/a 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 3, 93 lb uplift at joint 4 and 143 lb uplift at joint 5. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 23 Ib FT = 20% v�r•nmum�gurnnru'4uagrnussEs(sru[riacaunwssumumasstaraa("1a[ontucINVt— rsrnm .ivasdmeeno.wr tLrrtw. wlletfss5dlk-ellultipiwlt Idl ' wmdNlrmshr hc� istkem nfrx dtolUne,f�6milr�-'r+t! tib o... Mthonylz. Tomb- [II, P.E. mi r r W m�- x�-�,kae-mddtuor,etittmtahmia�ir-r-l+-Im1 myr-ddts,mnalerrrasrsedntmn:r<e��g�rq.,�.egl.�srfrn�.wka,rst>f,naen�nsuJnrd _ 80083 mun�o-sim wrl>cn.latdlssdtdotsroo�sae�e�fdr,:tdamdmtsary6r�atuquuzdmpwrwvnrrnosswrerdanvm�sd .mtt caeny� aannranm��nns�v�s,rnuoripfgnaulrnnYmh�na;nm 4451St. LudeBlvd. ldmn-hftdkr.-nmryelynxnuc1y.11Inn on6ettern,osogsaron,hlarmrogmatey-nnsslmshlmeV-1101ug.Fort Pierce, FL 34946 (epydghi02016A•ItoolTnsses-AothooyHamboIII, P.E tepmdurti000fthisdommrm,inany form, hprobi6itedwithouttheminenpermissionfrom 6-IPooMisses-AntbuyT.TombnIII, P.r. Job Truss Truss Type City Ply 69778 J6 Jack -Closed 4 1 A0129159 Job Reference o tional Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Aug 16 2017 Print: 8.120 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 17 10:48:58 2017 Page 1 ID:IMTaSWVdxJ7_cF0OWg_MyeyiLhV-uZeyw yoaHdxj3fz6cvbuCEF3Di1Qhe4LSzp5kySYIZ 5-4-8 5-4-8 2x4 II 3x8 11 3x4 = Plate Offsets (X,Y)— [1:0-0-2,0-0-91, [1:0-1-7,1-2-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.02 4 >999 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.01 3-7 >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 -MP Weight: 30 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 54-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3 = 158/Mechanical 1 = 323/0-8-0 (min. 0-1-8) Max Horz 1 = 167(LC 12) Max Uplift 3 = -148(LC 12) 1 = -147(LC 12) Max Grav 3 = 158(LC 1) 1 = 323(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-185/339 NOTES- 1)Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=30ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 148 lb uplift at joint 3 and 147 lb uplift at joint 1. LOAD CASE(S) Standard t®out•nmuauvgllrrtrir.@e•ea lop[ nostafultsygnau ItltlsEmtmneessmi0tlj I EOUKWPirEWbi'6m ert@ttuippnidm¢{rtd¢h:¢tl:rnnEeslpE¢e flRtrd@eIsaryLE¢av 47,1ik%na tintdae nt ErL¢aler.W Mel®@e IMall FLhtr�rmadmss4dfkv¢tlor@t1Wp1<adi lsvimsgng Fq¢ve[t,SisotryFspu�.@e!slnmrlWrtpe::dsmaev adevttdrsinil¢gan,ny:cpe:d�YVMEe 6sLpdhsujeTm:te a¢@eEEo¢ry,at¢TnS t�teupnaaFas.l�utase¢c sa�etcq, Anthony T. Tomlto 111, P.E. ae¢edh:Tm:farrytumyfs@amim@:Igdd E.w,la0.adsnQamdgadn@eEE--.�a,tv@a,wvAd4s0G@eD!¢tla6¢i'mtlar¢h¢eiel4 lh e�mdot@rfEE¢lryfieil.ud@eTm:, hdacig4seTat, Yaen,osLhowWfr¢uggstilTle�r,�midiryd a 80083 @v lr7rorEvviper¢dtva raa. lEMes¢IM@li!TPCMExI::Cm¢1rii:Gaysd&Feddy G�enitdt¢IduaN¢1(�idkkeltlFi NSIUn:AeeeeedrixzdpMae.TEFl ldun@ertgns�l3n¢rkti¢dCeLn.aka,Trtulgsmtyse¢mT¢ssamsdnu,nt¢s- 44515t. Lucie Blvd. a@enasekfudha(¢nNagedq¢u rimrshdiiumv @vahaL Ih tn¢hrop 6thm tl Elf � kJtur Evsyn,¢Lm1pu6{Y:a dvvylaJtug. t@atadcel@ra; ov ¢ d�adkTtl. Copyright ®tpl @ A•I Aaof lnsses • AeshoayGTambo 0l,P.L tepsodonim OfAis document, in anyfmm, is pm6T0ed whhool the xtman permissiao from Ad 9oalTnsses-Ambooy LTambo III, p.L Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply A0129160 69778 J7 Jack -Closed 2 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Aug 16 2017 Print: 8.120 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 17 10:45:06 2017 Page 1 ID:IMTa5W VdxJ7_cF0OWg_MyeyiLhV-gxdFEf6GC?OrtPwN WulBUHdcriXV318x?MnYyBySYMB 6-6-8 6-6-8 2x4 II 3 2x4 II 2-0-0 � 2�0 0 N 0 0 4-2-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.02 4-5 >999 240 MT20 2441190 TCDL 16.0 Lumber DOL 1.25 BC 0.20 Vert(TL) 0.02 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP Weight: 41 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 `Except' W2: 2x4 SP No.3 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 4 = 125/Mechanical 5 = 463/0-8-0 (min.0-1-8) Max Horz 5 = 285(LC 12) Max Uplift 4 = -212(LC 12) 5 = -154(LC 8) Max Grav 4 = 139(LC 19) 5 = 463(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-441/378, 3-4=-295/279 BOT CHORD 1-5=-349/442 WEBS 2-5=-584/541 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=30ft; 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; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 212 lb uplift at joint 4 and 154 lb uplift at joint 5. LOAD CASE(S) Standard wsaus-nnvemqulnre.tu9a sari nmsEs(sP1Q�,7[3ll smn a soAomCss[mtaYj w[ar)ttnaat[lbYfst' mn r�swip pae=stns nswrin um, mss h,��Un:q{@1;amesargr lr:G �o,u. sa�su rm!sam m.141sn Cw.�n rndn 6e srA.u�s gmidmsffir�dn sidlkneef.meiDCwle sdA. rimTnn Dace btaxr{u,7rushlsNe><tae»inalfDorgrzaasmrvs3nt6esnk:sueaayrnigrnpcadhht celtapdsempetm:h n�teCnry.atn inL rahsq,muo etl�¢iwl�ins mn7adr. Anthony T. Tomtro EI(, P.E. ' aemdonLmfxmptsi�sis8s,nrusuffatdMD*mr,Q:6netseAsmdgednSsa7[.tD:siger,hdeumddMmGdr�dtwlmel5alfurutrneli4l. Re ennrtl dfiesCPdmrsels.nahrTms; mdstiq .smge,6:W<tineti hemysidlle�nssrt�isOfid A80083 pesr:lrgDesiperalhsmedrt. IDtdn sd rauo:lDC nlmzinOmnspsdossarelraEq (scrnsiSdnll�Sreeca;uPtiAG nlmuesw wd—Alnt-dgas:ot MI tdneswns<nu4ten ulGBad 9:LnsP:i,oe,T.. Wino I.O.ltnn Wm 4451 St. Luele Blvd. $a-hskemlhe;.mmrpmdgnm:nmq h oprms hnh!L lh TrraDwst rocs, BF111, kliq oratm,mlrmsrdn toms. 1.rW 4 Auwm d Moos no ndfinlmMI. Fort Pierce, FL 34946 (opyright91016A-I PoolLosses•AnthooyT.immhmlll,P.E. Reprodudindthisdotumm,immnyfmrm,isprohlhitedwBhomtthewdnenpesmissionfrom A -I Pool Trusses•Aethomyl.lomholll,P.E. Job Truss Truss Type Qty 69778 J7A Jack -Open 7 7Plyi A0129161 Job Reference o tional Al poor s cusses, rori rierce, rL a9avn, aessgnrdaiiruss.com LOADING (psf) SPACING- 2-M TCLL 20.0 Plate Grip DOL 1.25 TCDL 16.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 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 = 128/Mechanical 4 = 30/Mechanical 5 = 481/0-8-0 (min.0-1-8) Max Horz 5 = 309(LC.12) Max Uplift 3 = -210(LC 12) 4 = -26(LC 12) 5 = -155(LC 12) Max Grav 3 = 197(LC 19) 4 = 69(LC 10) 5 = 481(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-539/413 BOT CHORD 1-5=-377/476 WEBS 2-5=-628/714 NOTES- 1) Wind: ASCE 7-10; Vult-170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft; 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) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. Run: 8.120 s Aug 16 2017 Print: 8.120 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 17 10:45:07 2017 Page 1 ID:IMTa5WVdxJ7 cF0OWg_MyeyiLhV-97BdR_6uz1WVZVa3bGQ1V91O6tgoC24EOW5UdySYMA 7-0-0 7-" CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.30 Vert(LL) 0.02 4-5 >999 240 MT20 244/190 BC 0.19 Vert(TL) -0.02 4-5 >999 180 WB 0.09 Horz(TL) -0.04 3 n/a n/a Matrix -MP Weight: 38 lb FT = 20% 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 210 lb uplift at joint 3, 26 lb uplift at joint 4 and 155 lb uplift at joint 5. LOAD CASE(S) Standard vuLr-rimuamrAwiNr •Id loaf TI Brumrtmsur:uuetosnmesscusmurimaryucwaisunramt r<apw,�msa�.e,masmssasp:ms.gpo dai,eat.t�rsm,u.rmm�,srvrda:re.aass,ee.isssddm�suo.:sry wnt msrws::>mr:,ItaxiWau,ai6.rm:nmys[y r{utrGmru msmnasrmoarams,e:Mittr.otamtTu6sq,m tnitd. "`4w3r AnthonyT.TornboHI, P.E. Zt- 480083 44515t.LucfeBlvd. Fort Pierce, FL 34946 (apnig6t®tG16A-IiaolLisses-Aet6onyr.TomEolq,Pi Yep:odonionolthisdaomerf,inany form, irprohaaelrithoutiAamineoprrmisdoofrom AdAaolTrussec-Act4auyr.TumEoIII,P.E. Job Truss Truss Type Oty Ply 69778 RP Jack -Open 7 1 A0129162 Job Reference (optional) „r Ruui r ru5ses, run rierce, rL sgavn, aesignLa-tuuss.com Run: 8.120 s Aug 16 2017 Print: 8.120 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 17 10:45:08 2017 Page 1 ID:IMTaSW VdxJ7_cF0OWg_MyeyiLhV-0JI?fK7WkdeZ7j4mdJnfaiiwGVBjXfbETfGe14ySYM9 7-0-0 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.03 4-5 >999 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.28 Vert(TL) 0.03 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) -0.04 3 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix -MP Weight: 38 lb Fr = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 128/Mechanical 4 = 30/Mechanical 5 = 481/0-8-0 (min. 0-1-8) Max Horz 5 = 309(LC 12) Max Uplift 3 = -210(LC 12) 4 = -123(LC 9) 5 = -198(LC 9) Max Grav 3 = 189(LC 19) 4 = 68(LC 3) 5 = 481(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-478/423 BOT CHORD 1-5=377/476 WEBS 2-5=-653/565 NOTES- 1)Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft; 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; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 210 lb uplift at joint 3, 123 lb uplift at joint 4 and 198 lb uplift at joint 5. LOAD CASE(S) Standard v,hE-rrm,emgFquKree7aEOCF loi6 Fl0)6n3LF1Yf6fpo CAS(CTOY IIFEitIC9a1FCeYYI lmntrtetteilpfmc rutrtaledtnedtfnssEedptrnhEpCC)¢ilorlAsyl.fdaO,KI&-Siwidnru Cdrerelahesoleene,Too, uIf ILTrhromtsdmstlAYemdtrm WWI, Is tdt Is tap., It Anthony T. Tombo 111, P.E. '' u/rudnntrmstxmryd ssisedrt:ry:stfaid&Cmr,eaC.deiteQandge2nmGHgC:!.gn,heesmedtttiro(.mRFdtahalkitgaLd1E41.Ile gpvddSHOW ofUm 0,Sefi%.hdtfghtdogdagehddnwndhmgsldihhregmhCi,a =80083 lidbugo:d><uattundn. 4451 St. Lude Blvd. ma.hdamslFY;arretpsseq�u.nzgydvlomshnNAlit TnsiD.0Bp.'Is1eFmtrygodsipynuusSphsDisenottsyV:1E.masadadaysssnuemddhml. Fort Pierce, FL 34946 (opyrighI021116A.11aeffresses-Adaoyf.TomEoI11,R.F. Reproduction ofthisdocomest,ioonyism, FsptobiQieedwhboutihewhienpermissiaefromA-1RaolTtasses AothooyT.lomholll,P.E. Job Truss Truss Type Qty Ply A0129163 69778 MG01 Jack -Closed Girder 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 4x6 2X4 II Run: 8.120 s Aug 16 2017 Print: 8.120 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 17 10*45:08 2017 Page 1 I D:IMTa5W VdxJ7_cF0OWg_MyeyiLhV-0JI?fK7WkdeZ7j4mdJnfaiixOV34XgkETfGel4ySYM9 5-0-0 5-0-0 2x4 112 9X9 — Dead Load Dell. = 1/16 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.07 3-4 >832 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.13 3-4 >448 240 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix -MP Weight: 39 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-9-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 601/0-8-0 (min. 0-1-8) 3 = 778/Mechanical Max Horz 4 = 211(LC 5) Max Uplift 4 = -228(LC 8) 3 = -556(LC 8) Max Grav 4 = 601(LC 1) 3 = 837(LC 29) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 lb uplift at joint 4 and 556 lb uplift at joint 3. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 473 lb down and 269 lb up at 1-11-4, and 473 lb down and 269 lb up at 3-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (pin Vert: 1-2=-72, 34=-20 Concentrated Loads (lb) Vert: 5=473(F) 6=473(F) 9tnlep-rlmvn�rrenerne�uruarnossaruumysnsur!rxseelroinemtonau-tcta7urcanlsunrr� Taarmm��en,wnaresn,msr�nrnl;,osu�poo>a�a�ir�,m:rt.tmn.,f�nmm�n. wn:c.�.wranmrtrrzn.�tt Iaveaaennrddrss�krsestaraatDOnlrtdr rsarmso:u�[y�a(u,srnuesrrnm,a:sstn�rm rgmmsnreeransrrshsshd egh�roprdpnrtnryranesmxdrsh�e rms apasdnneToonlr,rd�mi nednaapans.�wn,sens, ss,>vrwr Zt mn na Tmstr�nn�shmragnngdman .taa.ur,eaadggwannewton,haenneaansanrarmsat7lr�irwo�astnt. nesnmadrwraaat.���.nrmtms,tarr�bdr� smgr.�hem.nnmgsals.0 ntnswnr T : Anthony T.A Tomb80083 III, P.E. fiadDIDaiw.ibnaan. raannsemh mtoo.1na anortusr�sdeer grr,<�edtnhl n pars atKmwssu—d ,smrr.,d pd.. mli�nsnen nr�>rusnsamsd�mss 80083 q Ia4pgLns Mgrryhenolinn pmtcrnu,Nm ':� 4451 St. Luce Blvd. rnnmsleaalgn:antlryMrynhe�behdirctlrshtrhelIke ImDt9 DIM, hr7TMtrLigDnlpn,nLnsdp7s8gateohrylrlro}lanrtmlftrdlscsnenadmlhiM1i (opyrightm2016A-IPoaffrasses-AethonyLTonba01,P.LReptadoaianalf9sdommeaf,inanykrm,isprohihednuhauttbewinenpermissianhemAdtoolfrusses-WaayLfonboIII,P.I. Fort Pierce, FL 34946 b Truss Truss Type Qty 778 �60 MG02 Half Hip Girder 1 ��Job A0129164 rence (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 4x6 4x4 II Run: 8.120 s Aug 16 2017 Print: 8.120 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 17 10*45:09 2017 Page 1 I D:IMTa5W VdxJ7_cF0OWg_MyeyiLhV-5VJNsg88VwmQktfyB0lu6wFOfvRbG6DNhJ?CZWySYMB Plate Offsets (X Y)— [2:0-2-0 0-0-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.05 4-5 >999 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.09 4-5 >605 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.11 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Weight: 39 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 4 = 747/Mechanical 5 = 593/0-8-0 (min. 0-1-8) Max Horz 5 = 197(LC 5) Max Uplift 4 = -763(LC 8) 5 = -238(LC 8) Max Grav 4 = 963(LC 32) 5 = 593(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-301/360 BOT CHORD 5-6=-294/284, 6-7=-294/284, 7-8=294/284, 4-8=-294/284 WEBS 1-4=252/275 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft; 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) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on 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 763 lb uplift at joint 4 and 238 lb uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 213 lb down and 252 lb up at 4-10-4 on top chord, and 473 lb down and 254lb up at 1-11-4, and 473lb down and 253 lb up at 3-11-4, and 122 lb down and 155 lb up at 4-4-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-72, 2-3=-72, 4-5=-20 Concentrated Loads (lb) Vert: 3=-46(F)6=-473(B)7=-473(B)8=85(F) 6v;try •nersrrnratreM■er•t•I r>•2rnoss3rnu ramtntu:t misnor6tnma[7ara1sta2A;:6tu�irA�,. tniyltap rmxeY!eadnetedef n{tf inn Dasi}ttrnuipD[; dnt 7ednyl.6o»r2,r£Wnnn Sltnldotrst.nr t;4siein tdn".t n0,aly uSluw*flindohrsrkfit IDDOWfeA Anthony T. Tombo 111, P.E. ' aJrudPotinnWmA7f�u+brrrnsdidldBeGam;BaCavfsu5n'vdgrderd6>:dcrDtsv,uho�4adtle7f,e�dd:6allcLyu@rdinL TngpmJdOtinieg6eMae rl3t inst*saJS�uk4+rzg•,a+W'mw elWx{sUG6eGnes«9Sr.3}d 380083 J ++�tacrhapcolrnauY sD�ztrsnur®mr6a§ raw ntpmnns6vLdq('q e13t7icscmnitar}anaagrnsasucerduee df.pacd a mlttu 2tngom�nutmnea.t csDt�n:tRntrapriruaa,rmih*ftmVd'n 4451 St. Lucie Blvd. Fort Pierce, FL 34946 o3gtSuMod1}tGGhgeHgn6�rtorr}tRraSts inlyd mtnnrDnil,Fgwrb9o14ttnA�t,sryex,aT,nspaeaFexdmi>frmt. ttalrmcsmctdalrN. topyrilitm2916A-1[ocllrerus-AeiEoeyl.lomboIII,Pi Eprodauionofi6isdammenl,iaonpram,isprv6i6irrd.e6ommerritteopmmissioofiomA-lteoilnrses-Aot6myl.lom5n0,P.E. JANUARY 17, 2017 TYPICAL HIP / KING JACK CONNECTION I STDTLO1 CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height z \ and Exposure D up to 30' Mean Roof Height. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 Attach King Jack w/ (3) 16d Toe ,Nails @ TC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC Attach End Jack's w/ (4) 16d Toe Nails @ TC & (3) 16d Toe Nails @ BC 0 ti 3ch Corner Jack's (2) 16d Toe Nails ), TC & BC (Typ) w, far ed.di...flysbmm..t,Nayfarm,isp oUPWI'MmItewebtm Attach Corner Jack's w/ (2) 16d Toe Nails @ TC & BC (Typ) FEBRUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409.1010 ALTERNATE GABLE END BRACING DETAIL ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORO V-3'MAX. OIAG. BRACE AT 1/3 POINTS IF NEEDED IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNER OR THE PROJECT ENGINEER/ARCF TO DESIGN THE CEILING DIAPHRAGM AND I1 ATTACHMENT TO THE TRUSSES TO RESIST j OUT OF PLANE LOADS THAT MAY RESULT F THE BRACING OF THE GABLE ENDS. STDTL03 2X6 DIAGONAL BRACE SPACED 48' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN FASTENED TO FOUR TRUSSES WITH (2) - 16d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MIN.). PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE BRACE AND THE TWO TRUSSES ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X- SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL NAILING SCHEDULE: - FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131' X 3') NAILS SPACED 6' O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. AL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. UKAL TRUSS ..." . 3TU❑ STRUCTURAL / AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING GABLE TRUSS /N MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR I VERTICAL/STUDS ONLY. NOTE: THIS DETAIL IS TO BE USED ONLY FOR/ STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. STANDARD GABLE / TRUSS I ACK DULY 17, 2017 I STANDARDCONNECTIONBDETAI TRUSS I STDTL04 I THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN DRAWING FOR UPLIFTS. NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24- O.C. OR LESS. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 PIGGYBACK TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL PIGGYBACK TRUSS INFORMATION. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24. O.CJ A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2' X 8' TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48' O.C. PLATES SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48' O.C. STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH FOUR (4) 6d (1.5' X 0.099') NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LBS. AT EACH 2" X 8' TEE -LOCK MULTI -USE CONNECTION PLATE. (MINIMUM OF 2 PLATES) ATTACH EACH PURLIN TO THE TOP CHORD OF THE BASE TRUSS. (PURLINS AND CONNECTION BY OTHERS) BASE TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION. JULY 17, 2017 TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772AO9-1010 VALLEY TRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6' O.C. GABLE END, COMMON TRUSS, OR GIRDER TRUSS DETAIL A ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO USP WS45 (1/4- X 4.5-) WOOD SCREWS INTO EACH BASE TRUSS. wtv4 u GENERAL SPECIFICATIONS: 1. NAIL SIZE = W X 0.131' =10d 2. WOOD SCREW = 4.5' WS45 USP OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL'A'. 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. BASE TRUSSES "�'_E END, COMMON 3S, OR GIRDER TRUSS TRUSS CRITERIA: WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24' O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. faq��n&g'seJUFlid.tz�q NipvaTmsdjfJ:a l�:xedc�Eri� AO ttpsdauio®d Ihas deersreay is enrh�ap is pwAZeed xuhad Ide stile JULY 17, 2017 1 TRUSSED VALLEY SET DETAIL I STDTL06 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 VALLEY TRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6' O.C. GABLE END, COMMON TRUSS, OR GIRDER TRUSS DETAIL A (NO SHEATHING) N.T.S. GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3` X 0.131' =10d 2. WOOD SCREW = 3' WS3 USP OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND SECURE PER DETAIL W. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NOS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. P �2 SEE DETAIL `A' BELOW (TYP.) BASE TRUSSES GABLE END, COMMON TRUSS, OR GIRDER VALLEY TRUSS TRUSS (TYPICAL) WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 ATTACH 2X4 CONTINUOUS #2 MAX TOP CHORD TOTAL LOAD = 50 PSF SYP TO THE ROOF W/ TWO USP MAX SPACING = 24` O.C. (BASE AND VALLEY) WS3 (1/4- X 3-) WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. INTO EACH BASE TRUSS. LLEY SET DET JULY 17, 2017 I TRUSSED W ND VELOCITY) AIL STDTL07 i� A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 r_v■r_l WIND DESIGN PER ASCE 7-98, ASCE 7- WIND DESIGN PER ASCE 7-10: 170 MPI MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY It BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: MAX TOP CHORD TOTAL LOAD = 50 PS MAX SPACING = 24- O.C. (BASE AND V/ SUPPORTING TRUSSES DIRECTLY UNUtK VALLtr r KUssts onus r nt DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' -10' ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPFS SPECIES LUMBER. FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. CLIP MAY BE APPLIED TO THIS FACE UP TO A NON -BEVELED MAXIMUM 6112 PITCH BOTTOM CHORD u I NON -BEVELED BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6112 (MAXIMUM 12112 PITCH) ono tepsadestiaa d8fis dacemeN, i,J asry farm, is pro4'3:sd ra3eatt6e villen perausf'mn FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL I STDTL08 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS 7z; VER1 STUD SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. VERTICAL 2X6 SP OR SPF STUD #2 DIAGONAL BRACE (4) - 16d NAILS 16d NAILS SPACED 6' O.C. (2) lOd NAILS INTO 2X6 2X6 SP OR SPF #2 2X4 SP OR SPF #2 TYPICAL HORIZONTAL BRACE NAILED TO 2X4 VERTICALS SECTION A -A W/(4) - 10d NAILS DIAGONAL BRACE 4' - 0' O.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 PROVIDE 2X4 BLOCKING BETWEEN Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES * WITH (2) - 10d NAILS AT EACH ENO. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS (4) 8d NAILS MINIMUM, ROOF 3X4= PLYWOOD SHEATHING TO / SHEATHING 2X4 STO SPF BLOCK v i(DIAGONAL BRACING ** L - BRACING REFER REFER TO SECTION A -A TO / SECTION B-B 24' MAX. NOTE: / 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE (2) - 10d END TRUSS AND WALL TO 12, MAX. NAILS BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF - SYSTEM. 4. L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR / BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O.C. TRUSSES 0 24' O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM / AT 4' - 0' O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN 2X6 DIAGONAL BRACE WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT SPACED 48. O.C. ATTACHED THE MIOSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE TO VERTICAL WITH (4) - STUDS WITH (3) IOd NAILS THROUGH 2X4 (REFER TO SECTION A -A) 16d NAILS, AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240. TO BLOCKING WITH (5) - B. THIS DETAIL ODES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE IOd NAILS. S. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. 10d AND 16d NAILS ARE 0131'X3.0' AND 0131'X35' COMMON WIRE NAILS HORIZONTAL BRACE RESPECTIVELY. (SEE SECTION A -A) 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSO. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4SP#31STUD 12'0.C. 3-8-10 5-0.11 6-6-11 11-1-13 2X4 SP #31 STUD 16' O.C. 3-3-10 4-9-12 6.6-11 9-10-15 2X4 SP #31 STUD 24' O.C. 2-8-6 3-11-3 54.12 8-1-2 2X4SP#2 12.O.C. 3-10-15 5-0-11 6-6-11 11-8-14 2X4 SP #2 16' O.C. 3-0-11 4-9-12 6-6-11 10.8-0 2X4 SP #2 24' O.C. 3-1-4 3-11-3 6-2-9 9-3-13 DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS 6' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER 90% OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. MAX MEAN ROOF HEIGHT = 30 FEET EXPOSURE B OR C ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE :1.60 CONNECTION OF BRACING IS BASED ON MWFRS. END WALL FEBRUARY 17, 2017 WITH 2X BRACE ONLY ri NOTES: T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER 907 OF WEB LENGTH. ■� € THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. A-1 ROOF TRUSSES 4461 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2X8 10d 6" O.C. NOTE. NAIL ALONG ENTIRE LENGTH OF T-BRACE / I -BRACE (ON TWO-PLY TRUSSES NAIL TO BOTH PLIES) \\ \ NAILS STDTL09 BRACE SIZE FOR ONE -PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2X8 2X8 T-BRACE 2X8 [-BRACE BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 20 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2X8 2X8 T-BRACE 2X8 I -BRACE T-BRACE / I -BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS WEB NAILS I -BRACE NAILS WEB T-BRACE SECTION DETAILS FEBRUARY 17, 2017 LATERAL BRACING RECOMMENDATIONS I STDTL10 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW. 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34945 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 772-409-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d r TO TOP CHORD NAILS (0131' X 3') NAILS (0131' X 3'). I NATTACH AILS ( TO XRT1'AdL BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK USE METAL FRAMING ANCHOR TO ATTACH TO BOTTOM CHORD TRUSS ATTACH TO VERTICAL WEB WITH (3) - 10d NAILS (0131' X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d NAILS (0131' X 3') IN EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS (0131' X 3') 2X6 4' - 0' WALL STRONGBACK (TYPICAL SPLICE) (BY OTHERS) ATTACH TO CHORD WITH (2) #12 X 3' WOOD SCREWS (0.216' DIA.) INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - IOd NAILS (0131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) FEBRUARY 17, 2017 1 LATERAL TOE -NAIL DETAIL I STDTL11 A;1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409.1010 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45' WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN). 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) OIA SP OF HF SPF SPF-S 131 88.0 80.6 69.9 68.4 59.7 o .135 93.5 85.6 74.2 72.6 63.4 J .162 108.8 99.6 86.4 84.5 73.8 ri .128 74.2 67.9 58.9 57.6 50.3 c� Z 0 J .131 75.9 69.5 60.3 59.0 51.1 in .148 81.4 74.5 64.6 63.2 52.5 N M VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 115: 3 (NAILS) X 845 (LB/NAIL) X 1.15 (OOL) = 2915 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30' TO 60' 45.00° ANGLE MAY VARY FROM 30' TO 60' THIS DETAIL IS ONLY APPLICABLE TO THE THREE ENO DETAILS SHOWN BELOW. VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2X4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE 45.00' SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30' TO 60' 45.00° lc FEBRUARY 17, 2017 1 UPLIFT TOE -NAIL DETAIL 1 STDTL12 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE. FL 34946 772-409-1010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. TOE —NAIL WITHDRAWAL VALUES PER NDS 2005 (LB/NAIL) DIA. SP DF HF SPF SPF—S L7 .131 59 46 32 30 20 Z O —1 .135 60 48 33 30 20 • ('7 .162 72 58 39 37 25 J � CD .128 54 42 28 27 19 O Z Z OJ .131 55 43 29 28 19 LLI .148 62 48 34 31 21 -] Lf) J_ N Q M Z 120 51 39 27 26 17 z .128 49 38 26 25 17 O J .131 51 39 27 26 17 M .148 1 57 44 31 28 1 20 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0.162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE FOR WIND DOL OF 1.33: 3 (NAILS) X 37 (LB/NAIL) X 133 (DOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND DOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. *** USE (3) TOE -NAILS ON 2X4 BEARING WALL *** USE (4) TOE -NAILS ON 2X6 BEARING WALL NEAR SIDE FAR S] SIDE VIEW )E TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY END VIEW IL NAIL NAIL FEBRUARY 5, 2016 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 lw*M:4cl TYP 2x2 NAILER ATTACHMENT I STDTL13 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0" Mean Height, Exp. B, C or D. April 11, 2016 -zzzZ:Z:zz::,. 4`p zz �zz z z z z A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TYPICAL ALTERNATE BRACING DETAIL FO EXTERIOR FLAT GIRDER TRUSS (4) 12d TRUSS 2411 O.C. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER 12 VARIES STDTL14 (4) .12d MAX 30" (2'-6") 2x6 #2 SP (Both Faces) 24" O.C. SIMPSON H5 FEBRUARY 17, 2017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTL15 I DAMAGED OR MISSING CHORD SPLICE PLATES A-1 ROOF TRUSSES 4451 ST, LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK X (INCHES) MAXIMUM FORCE (LBS) 157 LOAD DURATION SP OF SPF HF 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24' 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30' 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36' 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42' 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48' 3657 5485 3346 5019 2829 4243 2898 4347 s DIVIDE EQUALLY FRONT AND BACK ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C •10d NAILS NEAR SIDE + 10d NAILS FAR SIDE X0d -9 TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF G' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE). DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE W00D. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. G. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. FEBRUARY 17, 2017 1 SCAB APPLIED OVERHANGS I STDTL16 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 115 SPACING: 24. O.C. TOP CHORD: 2X4 OR 2X6 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2X_SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS 048' DIA. X 3') SPACED 6' O.C. 2. THE ENO DISTANCE,.EOGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X SC NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24' O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES -A A^1 ROOF A FLORIDA CORPORATION Important motes / Please Review Prior to Truss Installation: 1) Trusses are to be handled, installed and braced in accordance to 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 Trusses. Spanish versions are also available. 2) All temporary and permanent bracing design, connection, material, and labor by others. 3) Truss designs are for an individual component, not for a truss system. Reactions and uplifts may vary from building designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies. 4) If provided by truss manufacturer, any engineered beams provided have been sized using information design guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts, and bearing requirements. Truss manufacturer is not responsible for specifying beams, other than those provided by truss manufacturer. 5) Unless specified, roof trusses are not designed for any additional attic storage loads. 6) On flat surfaces, adequate drainage must be provided to avoid ponding. 7) It is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and plumbing runs to assure they do not interfere with the truss chords. (Roof and floor.) Truss chords and webs cannot be cut. Attic access opening should be located between trusses unless otherwise noted. 8) Unless specified, valley framing design, connection, material and labor to be supplied by the builder. 9) Attached drawings are standard details that cover most installation standards. Structural details provided by the building designer supersede any attached details. 1.0) Trusses are not designed to carry the chimney, cupola, steeple, or other structures unless specified. Structure should be framed through the trusses to be supported by the foundation. In cases where trusses are designed to carry the structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must be provided by the building designer. 1 1) The specific engineered truss drawings are subject to other terms, conditions, and details on the truss placement plan and/or individual truss design drawings. 12) Trusses are designed to carry ONLY the specified loads on the engineered drawings. Point loads for materials, erection personnel, equipment, whether temporary or permanent, are not allowed unless specified on sealed engineered_ drawings. Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010. 4451 St. Lucie Blvd., Fort Pierce, FL 34946 772-409-1010 Office 772-409-1015 Fax --www.A1truss.com �USP STRUCTURAL CONNECTORSp A MI OIC Company Hanapm Allowable Load (lbs) DF-L/SP LSL LVL PSL SPF I -JOIST LISP 160% Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 1 10D% Fastener Schedule T1 JUS24 1881, 655 750 820 510 - - (4) -10d (Header) FL821.39, (2) -10d (Joist) 11- 0510.01, RR 25779 LUS24 670 765 825 490 - - - _ (4) - 10d (Header) (2) -10d (Joist) T2 JUS26 1881, 850 975 1060 1115 (4) - lOd (Header) FL821.42, (2) - lOd (Joist) 11- 0510.01, RR 25779 LUS26 865 990 1070 1165 - - - - _ (4)- 10d(Header] (2) -10d (Joist) T3 MSH422 1831, 2025 2025 2025 (22) -10d (Face - Face Max Nailing) FL822.36, (6) -10d (Face - Top Max Nailing) 08- (6) -10d (Joist - Face Max Nailing) 0303.06, (6) -10d (Joist -Top Max Nailing) RR 25836 (4) -10d (Top - Top Max Nailing) 13116-R THA422 2245 2245 2245 - - _ _ _ _ (6) -16d (Corried Member -Face Mount) (6) -10d (Carried Member- Top Flange) (22) - I6d (Face - Face Mount) (2) -16d (Face - Top Flange) (4) -16d (Top - TO Flange) THA1412 1835 1835 1835 - - _ _ _ - (21 - 20dx 1-112 or2-10dx 1-I12(Carried Member) (20) -10d or (2) - lod (Face) (4) -10d (Top) T4 THD26 1781, 2485 2855 3060 2170 (18) -16d (Face) FL13285.35, (12) -10d x 1-1/2 (Joist) 06- 0921.05, RR 25843 HTU26 2940 3340 3600 1555 - - _ _ _ (11) -10d x 1-112 (Carried Member) (201-10d x 1-112 (Carried Member- Max Nailing) (20) -16d x 1-112 (Carrying Member) (20) -16d x 1-112 (Carrying Member- Max Nailing) uP STRUCTURAL CONNECTORS' A MtTek-Company Allowable Load (Ibs) DF-L/SP LSL LVL. PSL SPF I -JOIST 160% LISP Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule T5 THD26-2 1781, 2540 2920 3175 2285 (18) - 16d (Face) FL13285.35, (12) -10d (Joist) 06- 0921.05, RR 25843 13116-R HHUS26-2 2785 3155 3405 1550 - - - _ _ (14)-16d(Foce) (6) -16d (Joist) HTU26.2 2940 3340 3600 2175 - - - - _ (20)- 10d(Carried Member -Max Nailing) (20) -16d (Carrying Member- Max Nailing) T6 THD28 1781, 3865 3965 3965 2330 (28) -16d (Face) FL13285.35, (16) -10d x 1-1/2 (Joist) 06- 0921.05, RR 25843 HTU28 3820 4340 4680 2140 - - - - _ (25)-lod xl-112(Carried Member -Max Nailing) (26) -16d (carrying Member- Max Nailing) T7 THD28-2 1781, 3950 4540 4935 2595 (28) - 16d (Face) FL13285.35, (16) -10d (Joist) 06- 0921.05, RR 25843 13116-R HHUS28-2 4210 4770 5140 2000 - - - - - (22)-16d[Face) (8) -16d (Joist) HTU28.2 3820 4340 4680 3485 - - - - _ (26)- 10d(Carried Member -Max Nailing) (26)- 16d(Carrying Member -Max Nailing) - T8 THD46 1781, 2540 2920 3175 2285 (18) - 16d (Face) FL13285.35, (12) -10d (Joist) 06- 0921.05, RR 25843 13116-R HHUS46 2790 3160 3410 1550 - - - - - (14) -16d (Face) (6)-16d (Joist) USP STRUCTURAL CONNECTORS' A Mfrek' Company Haneers Allowable Load (lbs) DF-L/SP LSL LVL PSL SPF I -JOIST 160% LISP Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100%a 100% Fastener Schedule T9 THD48 1781, 3950 4540 4935 2595 (28) -16d (Face) FL13285.35, (16) -10d (Joist) 06- 0921.05, RR 25843 13116-R HHUS48 4210 4770 5140 2000 - - _ _ (22)-16d(Foce) - (8) -16d (Joist) T10 THDH26-2 1881, 3915 4505 4795 2235 (20) -16d (Face) FL821.75, (8) -10d (Joist) 06- 0921.05, RR 25779 13116-R HGUS26.2 4355 4875 5230 2155 - - - - (20) -16d (Face) (8) -16d (Joist) T11 THDH26-3 1881, 3915 4505 4795 2235 (20) -16d (Face) FL821.75, (8) -10d (Joist) 06- 0921.05, RR 25779 HGU526-3 4355 4875 5230 2155 - - _ _ _ (20) -16d (Face) (8) -16d (Joist) T12 THDH28-2 1881, 6535 7515 8025 2665 (36) -16d (Face) FL821.77, (10) -16d (Joist) RR 25779 13116-R HGU528-2 7460 7460 7460 3235 - - - _ (36) -16d (Face) (12) -16d (Joist) T13 THDH28-3 1881, 6770 7785 8025 2665 (36) -16d (Face) FL821.75, (10) -16d (Joist) 06- 0921.05, RR 25779 HGUS28-3 7460 7460 7460 3235 - - _ _ (36) -16d (Face) (12) -16d (Joist) US P STRUCTURAL CONNECTORS A MITek' Company Fastener Comparison Table Connector Schedule Group Label LISP Stock No Required Fasteners Reference No Required Fasteners (4) - lad (Header) (4) - lad (Header) - T1 JUS24 LUS24 (2) - lad (Joist) (2) -10d (Joist) (4) -1ad (Header) (4) - lad (Header) - T2 JUS26 LUS26 (4) - lad (Joist) (4) - lad (Joist) (22) - lad (Face - Face Max Nailing) (6) -16d (Carried Member - Face Mount) (6) - lad (Face - Top Max Nailing) (6) -16d (Carried Member - Top Flange) - T3 MSH422 (6) - lad (Joist - Face Max Nailing) THA422 (22) -16d (Face -Face Mount) (6) - lad (Joist -Top Max Nailing) (2) -16d (Face - Top Flange) (4) - lad (Top - Top Max Nailing) (4) -16d (Top - Top Flange) (11) -10d x 1-112 (Carried Member) (18) -16d (Face) (12) - lad x 1-1/2 (Joist) (20) - Iod x 1-112 (Carried Member- Max Nailing) - T4 THD26 HTU26 (20) -16d (Carrying Member) (20) -16d (carrying Member -Max Nailing) (18) -16d (Face) (14) -16d (Face) - T5 THD26-2 HHUS26-2 (12) - lad (Joist) (6) -16d (Joist) (28) -16d ( Face) (26) -10d x 1-112 (Carried Member - Max Nailing) - T6 THD28 HTU28 (16) - lad x 1-1/2 (Joist) (26) -16d x 1-112 (Carrying Member - Max Nailing) (28) -16d (Face) (22) -16d (Face) - T7 THD28-2 HHUS28-2 (16) - lad (Joist) (8) -16d (Joist) (18) - 16d (Face) (14) -16d (Face) - T8 THD46 HHUS46 (12) - lad (Joist) (6) -16d (Joist) (28) -16d (Face) (22) -16d (Face) - T9 THD48 HHUS48 (16) - lad (Joist) (8) -16d (Joist) (20) -16d (Face) (20) -16d (Face) - T10 THDH26-2 HGUS26-2 (8) -16d (Joist) (8) -16d (Joist) (20) -16d (Face) (20) -16d (Face) - T11 THDH26-3 HGUS26-3 (8) -16d (Joist) (8) -16d (Joist) (36) -16d (Face) (36) -16d (Face) - T12 THDH28-2 HGUS28-2 (10) -16d (Joist) (12) -16d (Joist) (36) -16d (Face) (36) -16d (Face) - T13 THDH28-3 HGUS28-3 (10) - l6d (Joist) (12) -16d (Joist) ....... ... usp STRUCTURAL, CC NNECTOR$ A MIT6k'Company 44, JUS24 JUS26 MSH422 rXi THD26 THD26-2 THD28 Z THD28-2 THD46 THDH26-2 4o. ,THDH26-3 THDH28-2 THDH28-3 JANUARY 8, 2016 I TYPICAL HIP / KING JACK CONNECTION I ST-CRNRST & LVL NAILIN LVL NAILING SCHEDULE A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0" Mean Height, Exp. B, C or D. Attach King Jack w/ (2) 16d Toe Nails @ TC & 24" Strap w/ (6) 10d. x 1.5" ea. end @ BC Attach End Jack's Attach Corner Jack's w/ (4) 16d Toe Nails @ TC w/ (3) 16d Toe Nails @ TC & & (3) 16d Toe Nails @ BC (2) 16d Toe Nails @ BC (Typ) Attach Corner Jack's w/ (2) 16d Toe Nails @ TC & BC (Typ) �b� �r�a�,v7.: �'... ° �::..': alp. r/ ♦ .. 38,BC A2 Z100 00 00'004.612 87 DIF : FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 �lal_J 0 00 0 00 a MiTek USA, Inc. MTek USA, Inc. Page 2 of 2 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Trusses (g) 24" ox. HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48" O.C. (SEE SECTION A -A) ATTACHED TO VERTICAL WITH (4) -16d Roof Sheathinq� \ COMMON WIRE NAILS AND ATTACHED - d TO BLOCKING WITH (5) - 10d COMMONS. V-3" Max. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE NAIL DIAGONAL BRACE TO PURLIN WITH TWO NAILS TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS \ \ 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d NAILS EACH. FASTEN PURLIN \ TO BLOCKING W/ TWO 16d NAILS (MIN) Diag. Brace at 1 /3 points PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE BRACE AND THE TWO TRUSSES if needed ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. End Wall --- CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1 : ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD 2: ATTACH 2X-SCABS TO THE FACE OF EACH VERTICAL SCAB ALON( MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131" X 3") NAILS SPACED 6" O.C. FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131" X 3") NAILS SPACED 6" O.C. (2X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. / ALL BRACING METHODS SHOWN ON PAGE 1 ARE / VALID AND ARE TO BE FASTENED TO THE SCABS DR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. INLAYED STUD L S I I STRUCTURAL AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST GABLE TRUSS / BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN iN IN THIS DETAIL IS FOR THE VERTICAL/STUDS ONLY. NOTE: THIS DETAIL IS TO BE USED ONLY FOR / STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. / STANDARD / GABLE TRUSS 9tiaisir��n�tAl 1. 0. 1 : _A SERIAL.z` 3B' BCA2 210G00 00 004C'22 97 &: I ---....... - ...._.. ---------- J STAN'DARD PIGGYBACK FEBRUARY 14, 2012 I TRUSS CONNECTION DE AIL I ST-PIGGY-PLATE =00 O DO LU-U In MiTek USA, Inc. This detail is applicable for the following wind conditions: ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 Wind Standards under all enclosure and exposure conditions as long as no uplift exceeds 377 lbs. Refer to actual piggyback truss design drawing for uplifts. NOTE: This Detail is valid for one ply trusses spaced 24" O.G. or less. PIGGYBACK TRUSS Refer to actual truss'design drawing for additional piggyback'truss information. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24" O.C.). A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. MiTek USA, Inc. Page 1 of 1 Attach piggyback truss to the base truss with 3"x8" TEE -LOCK Multi -Use connection plates spaced 48" o.c. Plates shall be pressed into the piggyback truss at 48" o.c. staggered from each face and nailed to the base truss with four (4)- 6d (1.5'xO.099") nails in each plate to achieve a maximum uplift capacity of 377 Ibs. at each 3"x8" TEE -LOCK Multi -Use connection plate. (Minimum of 2 plates) Attach each purlin to the top chord of the base truss. (Purlins and connection by others) BASE TRUSS Refer to actual truss design drawing for additional base truss information. ..................-......_............................................... .�,. .: 83, :.: .. p° A: - iris � . N �1�+'►`�' . 388CA221UaUU00.DDdCf2S7�DF� a:. FEBRUARY 14, 2012 UaLJ 0 00 0 00 a MiTek USA, Inc. VALLEY TRUSS TYPICAL SECURE VALLEY TRUSS W1 ONE ROW OF 10d NAILS 6" O.C. TRUSSED VALLEY SET DETAIL ST-VALLEY HIGH WIND2 MiTek USA, Inc. Page 1 of 1 GABLE END, COMMON TRUSS OR GIRDER TRUSS GENERAL SPECIFICATIONS 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 4.5"WS45 USP OR EQUILIVANT 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS-01 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. BASE TRUSSES VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS no I-- Toy — WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 146 MPH WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATEGORY II BUILDING ATTACH 2x4 CONTINUOUS N0.2 SYP EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 1/" TO THE ROOF W1 TWO USP WS45 4" X 4.5) ( MAX TOP CHORD TOTAL LOAD = 50 PSF WOOD SCREWS INTO EACH BASE TRUSS. MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES �1.5" Max 46eQ'n NQQ �r,. SERIAL'. 3B 9CA2 2100.00 00 004G 12'87 DF FEBRUARY 14, 2012 =00 0 00 O 00 a MiTek USA, Inc. VALLEY TRUSS TYPICAL SECURE VALLEY TRUSS W/ ONE ROW OF t0d NAILS 6" O.C. . TRUSSED VALLEY SET DETAIL ST-VALLEY HIGH WIND MITek USA, Inc. Page 1 of 1 GENERAL SPECIFICATIONS GABLE END, COMMON TRUSS OR GIRDER TRUSS 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 3" WS3 USP OR EQUIVALENT DO NOT USE DRYWALL OR DECKING TYPE SCREW 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL A 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NDS - 01 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. BASE TRUSSES VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS nD n-IDIICD T01 fee WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 146 MPH WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6112 ATTACH 2x4 CONTINUOUS NO.2 SYP CATEGORY II BUILDING TO THE ROOF W/ TWO USP WS3 (1/4" X 3") EXPOSURE C WOOD SCREWS INTO EACH BASE TRUSS. WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES DETAIL A (NO SHEATHING) N.T.S. NOVEMBER 26, 2014 TRUSSED VALLEY SET DETAIL ST-VALLEY (HIGH' WIND VELOCITY) 0 ot� 000 DOmn MiTek USA, Inc. NOTE: VALLEY STUD SPACING NOT TO EXCEED 48" O.C. SPACING ATTACH VALLEY TRUSSES TO LOWER TRUSSES WITH USP RT7 OR EQUIVALENT WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 146 MPH WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C WIND DURATION OF LOAD INCREASE: 1.6 MAX TOP.CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE -AND VALLEY) SUPPORTING TRUSSES DIRECTLY UNDER VALLEY TRUSSES MUST BE DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2'-10" ON AFFECTED TOP CHORDS. NOTES: - SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES - THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. NON -BEVELED BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12. (MAXIMUM 12/12 PITCH) MiTek USA, Inc. Page 1 of 1 FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH u\ NON -BEVELED BOTTOM CHORD ���ttt11F0011p�+' ► itlT :. �i i�i� SERIAL •,# . m BC A2 2100 00 00 g0.'4C 12 87,DF . MAY 24, 2012 DO a�aa 0 00 O OO a MiTek USA, Inc. I DIAGONAL BRACE Standard Gable End Detail Typical 2x4 L-Brace Nailed To 2x4 Verticals W/10d Nails, 6" o.c. Vertical Stud SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. 12' Varies to Common Truss Vertical Stud (4) - 16d Nails (2) - 10d Nails into 2x6 SECTION A -A ST-GE190-SP MiTek USA, Inc. Page 1 2X6 SP OR SPF N.. 2 DIAGONAL BRACE 16d Nails Spaced 6" o.c. 2X6 SP OR SPF No. 2 Typical Horizontal Brace Nailed To 2x4 Verticals w/(4)-10d Nails OR SPF No. 2 SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. * ATTACH DIAGONAL BRACE TO BLOCKING WITH B E B 3x4 = (5) - 10d NAILS. (4) - 8d NAILS MINIMUM, PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK Diagonal Bracing * * - L-Bracing Refer Refer to Section A -A to Section B-B 24" Max Roof Sheath NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. 1'-0" ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT Max. BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF or SP No.3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND A 2x4 AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (4) 10d NAILS THROUGH 20. Ala Brace (REFER TO SECTION A -A) g• 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. at 1/3 polntS 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. If needed 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR \� TYPE TRUSSES. 10. 10d AND 16d NAILS ARE 0.131"X3.0" AND 0.131"X3.5" COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. End Wall Minimum Stud Size Species and Grade Stud Spacing Without Brace 2x4 L-Brace DIAGONAL BRACE 2 DIAGONAL BRACES AT 1/3 POINTS Maximum Stud Length 2x4 SP No. 3 / Stud 12" O.C. 3-8-10 5-6-11 6-6:11 11-1-13 2x4 SP No. 3,1 Stud 16" O.C. 3-3-10 4-9-12 6-6-11 9-10-15 2x4 SP-No.3/Stud 124" O.C. 2-8-6 3-11-3 5-4-12 8-1-2 2x4 SP No.2 12" O.C. 3-10-15 5-6-11 6-6-11 11-8-14 2x4 SP No. 2 16" O.C. 3-6-11 4-9-12 6-6-11 10-8-0 2x4 SP No.2 24" O.C. 1 3-1-4 1 3-11-3 1 6-2-9 1 9-3-13 Diagonal braces over 6'-3" require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 61n o.c., with Sin minimum end distance. Brace must cover 90 % of diagonal length. T or I braces must be 2x4 SPF No. 2 or SP No. 2. MAX MEAN ROOF HEIGHT = 30 FEET EXPOSURE B or C ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND C DURATION OF LOAD INCREASE: 1.60 CONNECTION OF BRACING IS BASED ON MWFRS. p,..=17, •�1 �;,•- . '64 . / X \ 2x6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4) -i6d NAILS, AND ATTACHED TO BLOCKING WITH (5) -10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) :�4{►!Itlo>iU�fQP�dd' NO 3B.130A2214000.0U00461287DF:: i `I 'r. August 10, 2010 T-BRACE / I -BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 L � I�� O MiTek USA, Inc. Page 1 of 1 FV-INote: T-Bracing / I -Bracing to be used when continuous lateral bracing 0 0o is Impractical. T-Brace / I -Brace must cover 90% of web length. L� Note: This detail NOT to be used to convert T-Brace / I -Brace MiTek USA, Inc. webs to continuous lateral braced webs. Nailing Pattern T-Brace size Nail Size Nail Spacing 2x4 or 2x6 or 2x8 10d 6" o.c. Note: Nail along entire length of T-Brace / I -Brace (On Two-Ply's Nail to Both Plies) WE Nails -Brace Nails Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I -Brace 2x6 2x6 T-Brace 2x6 I -Brace 2x8 2x8 T-Brace MI -Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I -Brace 2x6 2x6 T-Brace 2x61-Brace 2x8 2x8 T-Brace MI -Brace T-Brace / I -Brace must be same species and grade (or better) as web member. g•. Nx�.4 ;. SERI IAL ## 38 BC A2 2I 00.00 00 00.4C 12 $7. DF` --'*''------------------------------- ...... . ... ................ ...� _... FEBRUARY8,'2008 LATERAL BRACING RECOMMENDATIONS ST-STRGBCK n�O ® MiTek USA, Inc. Page 1 of 1 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 0 00 - l� 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET MiTek USA, Inc. ALONG A FLOOR TRUSS. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE USE METAL FRAMING WEB WITH (3) - 10d NAILS SCAB WITH (3) - 10d NAILS FACE OF CHORD INTO EDGE OF STRONGBACK ANCHOR TO ATTACH (0.131"x 3") (0.131"x 3") (DO NOT USE DRYWALL TYPE SCREWS) TO TOP CHORD ATTACH TO VERTICAL \ 1 / WEB WITH (3) - 10d NAILS VERTICAL WEB IS RECOMMENDED WHILE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d ATTACH TO CHORD WITH TWO #12 x 3" WS (.216" DIAM.) USE ME I AL 1-HAMINCi ATTACH TO VERTICAL AT I ACH 10 VEH i [CAL INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH WWITH (3) 1 NAILS SCAB WITH (3) - 10d NAILS FACE OF CHORD INTO EDGE OF WEB TO BOTTOM CHORD (0EB x 3") (0.131"x 3") STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) TRUSS 2x6 4-0-0 WALL BLOCKING HERS B STRONGBACK (TYPICAL SPLICE) (BY OT) ( Y OTHERS) - e�y:Y�. :(a:,, ii�r �tc'' •„s4� :5` �_ `�' � u�Ll., e.�i••�•••••' :, G:ra. tsi♦OfAlAa1�' I THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4'-0" LONG I +� •"�0°+•�' s +,• 10 go-`•G� SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS ew •- i'a+i�■ (0.131" x 3") EQUALLY SPACED. :� •'' "' ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0" AND FASTEN WITH (12) - 10d NAILS (0.131" x 3") STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) �" . �UA` JANUARY 28, 2015 LATERAL TOE -NAIL DETAIL ST-TOENAIL SP h+ 00 ® �NOTES: MiTek USA, Inc. Page 1 of 1 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER 0 0o AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND 0 0o EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek USA, Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. . OE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) DIAM. SP DF HF SPF SPF-S �ry 131 88.0 80.6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 J % LO 162 108.8 99.6 86.4 84.5 73.8 ri .128 74.2 67.9 58.9 57.6 50.3 z j .131 75.9 69.5 60.3 59.0 51.1 N .148 81.4 74.5 64.6 1 63.2 52.5 vi THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3) 2 NAILS NEAR SIDE .VALUES SHOWN ARE CAPACITY PER TOE -NAIL. NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAYBE APPLIED. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5') WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: SIDE VIEW 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30°TO 60" 45.00° ANGLE MAY VARY FROM 30 a TO 60 ° SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEARSIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30 ° TO 60 ° 45.00 -4 45.000 Its tfl 1, March 4, 2013 UPLIFT TOE -NAIL DETAIL ST-TOENAIL UPLIFT j \UO/ Iju011uOr O 00 a MiTek USA, Inc. SIDE VIEW NEAR SIDE FAR SIDE MiTek USA, Inc. Page 1 of 1 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISTING UPLIFT- FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. TOP PLATE OF WALL SIDE VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY TOE -NAIL WITHDRAWAL VALUES PER NDS 2005 (lb/nail) DIAM. I SP DF HF SPF SPF-S C7 .131 59 46 32 30 20 p .135 60 48 33 30 20 J 162 72 58 39 37 25 J c 0 Z .128 54 42 28 27 19 w .131 55 43 29 28 19 J J in Cl! .148 62 48 34 31 21 Z Cl) .120 51 39 27 26 17 Z O .128 49 38 26 25 17 c .131 51 39 27 26 17 m .148 57 44 31 28 20 END VIEW 1" FOR L / I X 1/ 1-3� 6" FOR 3I 55NAILIL NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. ti EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3 (nails) X 37 (lb/nail) X 1.33 (DOL for wind) = 148 lb Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.60: 3 (nails) X 37 (lb/nail) X 1.60 (DOL for wind) = 177 lb Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the Truss Design Drawing exceeds 147 lbs (177 Ibs) Building Designer is responsible to specifiy a different connection. •.. USE (3) TOE -NAILS ON 2x4 BEARING WALL •" USE (4) TOE -NAILS ON 2x6 BEARING WALL bd8 $0083 d.''.�.? ..`r.;�..•...•• ,wee ' �j � i •brie ...'� .��::.' `A ar -A'I'll-Tin nrirfiirin i FEBRUARY 5, 2016 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 1.0 X 14 TYP W NAILER ATTACHMENT I -2x2 NAILING 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS MAX LOAD- 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0" Mean Height, Exp. B, C or D. 2 W Jul . ....... wo,"?r 0 4-Al J10083- I AN' i4w- 4� 3130CAi2l -'�✓ April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL ST-FLAT GIR BRACE FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 12 VARIES (4) 12d TRUSS 24" o.c. (4) 12d MAX 3011(2'-611) UPLIFT CONNECTION (SEE ROOF TRUSS) 2x6 #2 SP (Both Faces) 24 " o.c. EXTERIOR FLAT SIMPSON H-5 GIRDER4p1pd�Qg* y� ri'�..•:.�..�� , alp . 6008 fr rp • A. 313:6C A2 21 flO.QO 00 Q0 4C 12 87 DF �•twuaws�,'raw.j'uitY"r117itetfsn�[e}.wmNBmlta6ertn'3}1114(1Lnt�lw�ei;i?YN'f`bic_Int�t,vgwwaiN.Nt o aaLmte(�+t1uM1r+3;cd6.L•nrri:Gd.M�tt4dn YAxtMk..o udcimx:r.ohli�ari.4 �h: `•+ 1k•+t�hyA7rt&t fapidd, LifmtlavptgmupMpwi>- +d�+wtn. J1P�upe,n+nbn�.atnta4,wedage�astmp..ash,M'nrin dwu pttnitrpnlN?:e 1:0air.w,t tvel. igai�.ik,rdyb wr�wi Sd�NtM. .Anth nYT. TAtitb4111�p.E. �e'7inghrajf �kgnfkllypuk'arAA7.sets+bin'iM�Nq,!fartal6m}Puyur,•wMiahUNa.9l;M.¢!atw�ItalY,gnYW11N D. P�iddt4�olMaf'ebwq�lmcex>esglswi+}r4np.wndkmMtratrrbdllew np.nLe;Y,. • V.u�lurrtsfate:nwvgMa, liYR.mraai+}n+ Ng149/MdlIRpeuMfenpt�ElT; mM,Wtn pMk3epnttdya,i.w,n.s[nUlIaNKA��GySdEnrtyltnu,nrttyo Mtf 6wWiftr3pe.suWe d�'. Arla9(lyae/nHk1yud�dN"v!eIht :sedpnsiwMR,eulNllilfBF!.w• twp4xfi`.5rtetai e�ecalseiiULwML k.tiOnip[S*s+wmt Gntwe4ena: 4.w ' 8008?.' 4udgiit. lu[IeB d. F. :3494G . `pfd Ad Reel GdiiiaAnlhonyl;iaa6rip4 P.L [epmdcilio'oa46isdaieneiU is ai�lemi, ii plo5�itid wdkmPeeriNea Oeimiision6csA•I kolL4tiii•,Wha961aa6bltlrlt•6.. OCTOBER 15, 2014 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS ST-REP01 Al AND DAMAGED OR MISSING CHORD SPLICE PLATES 0 00 0 00 a MiTek USA, Inc. MiTek USA, Inc. Page 1 of 1 TOTAL NUMBER Of NAILS EACH SIDE OF BREAK X INCHES MAXIMUM FORCE (Ibs)15% LOAD DURATION SP DF SPF HF 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 32 1 48 36" 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48" 3657 5485 3346 5019 2829 4243 2898 4347 DIVIDE EQUALLY FRONT AND BACK ATTACH 2x SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 4" O.C. AS SHOWN.(.131"dia. x 3") STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 0-2-0 O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 0-3-0 MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L=(2)X+C • 10d NAILS NEAR SIDE +10d NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED-X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE; EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR'SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x_ ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. udra�� .rinnnnn.nn* A&lv r------------ 1 I: March 4, 2013 SCAB APPLIED OVERHANGS =00 O TRUSS CRITERIA: LOADING: 40-10-0-10 0 0o DURATION FACTOR: 1.15 0 0o SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 PITCH: 4/12 - 12/12 MiTek USA, Inc. HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2x_ SCAB (MINIMUM NO.2 GRADE SPF, HF, SP, DF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148"DIA. x 3") SPACED 6" O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT This detail to be used only with trusses (spans less than 40') spaced 24" oz. maximum and having pitches between 4/12 and 12/12 and total top chord .loads not exceeding 50 psf. Trusses not fitting these criteria should be examined individually. REFVIDUAL TRUSS DESIGN FOR EPLATE SIIZR TO IES AND LUMBER GRADES ST-REP13A MiTek USA, Inc. Page 1 of 1 *� V N '-SOE REPAIR REQUESTS When sending in repair requests, please use engineering sheets to describe issue or damage, and email to design@altruss.com. NOTE: It is appreciated if actual pictures of the damage or problem are included with the engineering sheet, but pictures by themselves are usually not very helpful. Engineering sheets with the damage or issue noted are required. 1. If there are any special circumstances (sheeted, trades in, etc.) please make sure you note it on the drawing or email request. 2. We cannot provide sealed drawings for "field built" trusses. 2. See details below. BREAKS: Use a line to note the enact location of the break • . l x3 11 1 22 21 1.5k4 11 3x6—. ALT1 MOVED BEARING CONDITIOhI: L USS Ii1ODIFICATI( N' f�7lS8II !t74P=tRGEQELATES; Liar,=in n� :=bxaLon of bearino; anrJ s too long t sion, tr; and be provide dimension as needed + i�de plate that needs 'ed as oossible,and provider�iens ,ns as needed. x3. FP= 3x3 11 3x4 1 5x4 11 1.5x4 11 5z6 = 3 4 6 7 8 10 11 12 '20 19 �_ _ 1 B 17 16 15 14 - j /12" 1.5X4 11 1.5x4 II. i q x1i6 = 3x6 FP= '3x4 = 3x3 = 4x6 - TOO LONG 12. MISSiNGPIECE: ifthereare gjultiple breaks; resulting in a sectidri: missing 3x6 5x4:. 4 3 'filEr'glBER SPLIT: 'Denote exact 1&a6gn of splitand pro.=ide- an apprcaxirnate length. 3x4 5 BREAKS: Use a line to note the e;;act location of the break 3x4 MISSING 1 DAMAGED PLATES: 7 Gi rcle plate .hat needs addressed. 3x ,.