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L; . '� I 4451 SAINT LUCIE BLVD FORT PIERCE, FL'34946 PH: (772) 409-1010 FX: (772) 409-1020 www.altruss.com A FLORIDA CORPORATION TRUSS ENGINEERING BUILDER: STD PAC HMS - SOUTHEST FL PROJECT: RIVERBEND • •--LOT MASTE r+1 �r OPTION STER n -MODEL:68-12 / ELEV---:-D / GAR R BED. SITTING AREA CLUB ROOM W BAY WINDOW OJ 11 Q' N fD O N L ? 13 D as o o N C O o• 0 o as 0 a� rn o �oo�_��„ Q N N o CD y a p on m r � � � gc' cn oo== � a �_� d Q z ao<m m cc = m 3 0 (n o � � m co n _ � G••) n U) tn. = O z m O Q r A-1 ROOF TRUSSES A FLORIDA CORPORATION Lumber design values are in accordance with ANSI)TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. RE: Job 62808 A-1 Roof Trusses 4451 St Lucie Blvd ite Information: Fort Pierce, FL 34946 Catstomer Info: STANDARD PACIFIC HOMES - SE FL Project Name: RIVERBEND Lot/Block: 21 Model: 6812 Address: 3108 NW RADCLIFFE WAY Subdivision: City: County: Broward State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 170 MPH Roof Load: 45.0 psf Floor Load: 60.0 psf This package includes 116 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G1 5-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date 1 A0586047 A01 9/30/15 13 A0586059 All 9/30/15 25 I A0586071 B07 9/30/15 2 A0586048 A02 9/30/15 14 A0586060 Al2 9/30/15 26 A0586072 B08 9/30/15 3 A0586049 A03 9/30/15 15 A0586061 A13 9/30115 27 A0586073 B09 9/30/15 4 A0586050 A04 9/30/15 16 A0586062 A14 9/30/15 28 A0586074 C01 9/30/15 5 A0586051 A05 9/30/15 17 A0586063 A15 9/30/15 29 A0586075 CO2 9/30/15 6 A0586052 A06 9/30/15 18 A0586064 Al5C 9/30/15 30 A0586076 CO3 9/30/15 7 A0586053 A07 9/30/15 19 A0586065 B01 9/30115 31 lA0586077 C04 9/30/15 8 A0586054 A07A 9/30/15 20 A0586066 B02 9/30/15 32 A0586078 CA 9/30/15 9 A0586055 A08 9130/15 21 A0586067 B03 9/30/15 33 A0586079 CAL 9/30/15 10 A0586056 A09 9/30115 22 A0586068 B04 9/30115 34 A0586080 CJ3 9/30/15 11 A0586057 A09A 9/30/15 23 A0586069 B05 9/30/15 35 A0586081 CJ3C 9/30/15 12 A0586058 A10 9/30/15 24 A0586070 B06 1 9/30/15 36 A0586082 CJ3CS 9/30/15 The truss drawing(s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by A-1 Roof Trusses, Ltd. Truss Design Engineer's Name: Manuel Martinez My license renewal date for the state of Florida is February 28,2017. 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, per ANSl1TP1-1 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 indicating the nature and character of the work. The design criteria therein have been tra nsfemad to Manuel Martinez PE by [At Roof Trusses or specific location]. These TDDs (also referred to at times 'St)uctural Delegated Engineering Documents') are specialty structural component designs and may be part of the project's deferred or phased submittals, As a Truss Design Engineer (i.e., Specialty Engineer), the seal here and on the TDD represents an acceptance of professional 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 theirwritten engineering requirements. Please review all TDDs and all related notes. f� C: Y - Dlila 111 by Mims¢' Mani - f Manuel kDN—S T-Ma�M—1 ,r. . ISRSSOnR1ESPA mJAanuel Marline. --- ° -- Martinez; K.. ol(np O C Page 1 of 2 A-1 ROOF TRUSSES A FLORIDA CORPORATION RE: Job 62808 r 4 Lumber design values are in accordance with ANSIlfPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. No. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date 37 A0586083 CJ5 9/30/15 75 A0586094 FG05 9/30/15 113 A0586132 FLA01 9/30/15 38 A0586084 CJ5C 9/30/15 76 A0586095 FG06 9/30/15 114 A0586133 FLA02 9/30/15 39 A0586085 CJ5CA 9/30/15 77 A0586096 FG07 9/30/15 115 A0586134 FLA03 9/30/15 40 A0586086 CJ5CS 9/30/15 78 A0586097 FG08 9/30/15 1116 A0586135 FLA04 9/30/15 41 A0586087 D01 9/30/15 79 A0586098 FG09 9/30/15 42 A0586088 D02 9/30/15 80 A0586099 FG10 9/30/15 43 A0586089 EG1 9/30/15 81 A0586100 FL03 9/30/15 44 A0586136 HC4 9/30115 82 A0586101 FL03A 9/30/15 45 A0586137 HA 9/30/15 83 A0586102 FL04 9/30/15 46 A0586138 HJ3L 9/30/15 84 A0586103 FL06 9/30/15 47 A0586139 HA 9/30/15 85 A0586104 FL07 9/30/15 48 A0586140 HJ5 9/30/15 86 A0586105 FL07A 9/30/15 49 A0586141 HJ7 9/30/15 87 A0586106 FL09 9/30/15 50 A0586142 HJ7C 9/30/15 88 A0586107 FL10 9/30/15 51 A0586143 HV16 9/30115 89 A0586108 FL11 9/30/15 52 A0586144 HV20 9/30/15 90 A0586109 FL13 9/30/15 53 A0586145 HV24 9/30/15 91 A0586110 FL14 9/30/15 54 A0586146 J3L 9/30/15 92 A0586111 FL15 9/30/15 55 A0586147 J4 9/30/15 93 A0586112 FL16 9/30/15 56 A0586148 J5 9/30/15 94 A0586113 FL17 9/30/15 57 A0586149 J7 9/30/15 95 A0586114 FL18 9/30/15 58 A0586150 J7A 9/30/15 96 A0586115 FL19 9/30/15 59 A0586151 J7C 9/30/15 97 A0586116 FL20 9/30/15 60 A0586152 J7CA 9/30/15 98 A0586117 FL21 9/30/15 61 A0586153 J7CAC 9/30/15 99 A0586118 FL22 9/30/15 62 A0586154 J7CC 9/30/15 100 A0586119 FL23 9/30/15 63 A0586155 MV10 9/30/15 101 A0586120 FL24 9/30/15 64 A0586156 MV12 9/30/15 102 A0586121 FL25 9/30/15 65 A0586157 MV4 9/30/15 103 A0586122 FL26 9/30/15 66 A0586158 MV6 9/30/15 104 A0586123 FL27 9/30/15 67 A0586159 MV8 9/30/15 105 A0586124 FL28 9/30/15 68 A0586160 V12 9/30/15 106 A0586125 FL29 9/30/15 69 A0586161 V4 9/30/15 107 A0586126 FL30 9/30/15 70 A0586162 V8 9/30/15 108 A0586127 FL31 9/30/15 71 A0586090 FG01 9/30/15 109'. 6(i586126" ; FL32 9/30/15 72 A0586091 FG02 9/30/15 110 ' A0586129 ` = : FL33 9/30/15 73 A0586092 FG03 9/30/15 A 1 ' A0586130' FL34- 9/30/15 74 A0586093 FG04 9/30/15'-- ' 112 A0596131. FL35 - 9/30/15 Page 2 of 2 Job Truss Truss Type Qty Ply Pac/6812 EL B A0586047 62808 A01 Roof Special 1 1 �St,d Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 2812015 MTek Industries, Inc. Wed Sep 30 08:40:31 2015 Page 1 ID:FJM?bXpxJB WbW8ogQlllUfzJdIJ-FeN VysygMyxPszDM?OrLZTrQOveVAZtrRVgliiyYVt t M12 1411:NO 15.6-7 1&9-0 21-5-81 26-11.4 32' 32a7- 3&3-4 451-2 1 51-2-8 $2-7�i t 5510 45-0 5�-13 3-3-1 2 -O 5-5-12 5-7-2 -14 5S0 6-9-14 6-1� ��-1'2 5x6 - Dead Load Defl. = 9/16 in 4.00 F12 5x6 = 5x6 = 9 3x6 2x4 11 3x8 MT20HS% 4x6 7 5 10 3x6 3x6 - ¢ 1112 2 4 5 SUN 12 3x6 2x4 5x8 % 13 r 5x6 A 3 145x6 r 2x4 II 1 5 MIA 15 v 0 R6 16 [� Job s 40 41 42 25 43 2444 45 23 2 46 4720 48 4§0215�y 52 18 53 54 28 27 5x8 = 3x4 = 3x8 MT20HS= 3x8 = 2x4 11 5x8 I 17 3x6 = 4x10 I I 5x1 o 11 6x8 = 3x8 _ 2x4 11 4x6 11 2x4 11 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 0.80 Vert(LL) -0.68 21-22 >679 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(fL) -1.22 20 >377 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(fL) 0.08 19 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-S) Weight: 322 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 'Except' 81,134: 2x4 SP M 30, 132: 2x4 SP No.3 WEBS 2x4 SP No.3 'Except' W13: 2x4 SP M 30 OTHERS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 2-9-0, Right 2x8 SP No.2 3-3-5 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 8-23, 10-21, 26-28 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 = 1659/0-7-4 (min. 0-1-15) 19 = 2587/0-8-0 (min. 0-3-1) 15 = 460/1-3-4 (min.0-1-8) Max Horz 1 = -208(LC 9) Max Uplift 1 = -737(LC 6) 19 = -1257(LC 7) 15 = -598(LC 7) Max Grav 1 = 1659(LC 1) 19 = 2587(LC 1) 15 = 524(LC 14) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-422/0, 1-2=378/242, 2-3=-2977/2691, 3-4=-3067/2737, 4-5=-2978/2710, 5-6=-2909/2724, 6-7=-2508/2401, 7-8=-2351/2332, 8-9=-1594/1637,9-10=-1601/1640, TOP CHORD 1-1=422/0, 1-2=-378/242, 2-3=-2977/2691, 34=-3067/2737, 4-5=-2978/2710, 5-6=-2909/2724, 6-7=-2508/2401, 7-8=-2351/2332, 8-9=-1594/1637, 9-1 0=1 601/1640, 10-11 =-1 49/649, 11-12=-152/536, 12-13=-285/592, 13-14=-379/1067, 14-15=450/418 BOT CHORD 1-30=-2284/2687,140=-2284/2687, 2840=-2284/2687, 2841=-349/445, 2741=-349/445, 26-27=-21/262, 6-26=-385/499, 2642=2115/2776, 2542=-2115/2776, 2543=-1636/2282, 2443=-1636/2282, 2444=-1636/2282, 4445=-1636/2282, 2345=-1636/2282, 2346=-517/923, 4647=-517/923, 2247=-517/923, 2248=-517/923, 4849=-517/923, 2149=-517/923, 19-52=-849/408, 18-52=-849/408, 17-18=-849/408, 17-53=-849/408, 15-53=-849/408, 15-54=-849/408 WEBS 6-25=-782/810, 7-25=-563/606, 8-23=-125011279, 9-23=-521/626, 10-23=419/832, 10-21=-2213/1815, 19-21=-2107/1954, 12-21=-444/635, 13-19=-823/1572, 13-17=-481/303, 4-28=-355/423, 26-28=-2006/2504, 4-26=-277/284, 3-28=48/276 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 737 lb uplift at joint 1, 1257 lb uplift atjoint 19 and 598 lb uplift at joint 15. 9) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and n/° gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard winning-PhoneMomaghhy"vier the 7lRUDE TRUSSES rSnT1r1,MIrALTERMS A CONDITIONS CD5101A1rp'BUTLlill Owt[00FYEIn'form.Vudydesignpommelenoodrcadnolesm'AislaxOedgoO,erinp(IDDlmdtheganoelMmfineyPl.ldmenulheetbelmeuse.WlessePierriselimedontheTOD,aoty MANUELRIARTINEZ,P.E. ADTekroaoedn ploludelkreed Far The TOO Soh Tid. Asoboss Design Foginm(.r,ipsddry FagivenLIS, -IooaayTOD mp-ad onarnfloor, arth,pmf,ssi,oal e,groenrtl mpan�lily la it, designofit, shill, Time depided an the TOD ealy,ondo, TPbT. The design toarepliaor,Saofing-Main, �saitbirlyoad ate.1IN,Loxher.1 Budding is thenspansibillyof the Direct, Me Owner's selbuthed agent or Ma Bolding Designer. In the rvnteal d the X the SEC. the beet bAhal ode aadTPbl. The opp-1 dthe TOO and myfidda,, of the Trass,inda&al hoodkog,sfamg,,havaPallon and Wrier, shoo be the #041182 A!"' snpombripofthelakingDesignerand(oehadm.An"Itsset out in IS.TODandthepmr0oesandgddeknesofthefoible;(amponentSafetylnlarreatienlB(STlpublishedbyIPiaodSBfAoretohtanndbrgecuenlgsidemmlPFldefinsslBemspoesbiGfimmddNieoithalmssDeilgeer,huss0esign(egimerond Ip019(horlton(ir. Tre%Yoadam,w, anl- ARM,, deheed by a Too I agreed area ie reifing by ell parties brieWd. The 1 Design Engines Is NOT the Building Omignet or Lux System Engineer for any baildag.All Copiloliaed terms seosdehoed inlPld. Copyright© 7015 Ad roof Lasses -Manuel Atutien, Pi, reprodiati of this document, in of form, 4 prohibited rill, mitten p-iuioa Lam A.I Real Truues- Manuel Mo liia,i, PI Orlando, FL 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B 62808 A02 Roof Special 2 1 A0586048 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 30 08:40:32 2015 Page 1 ID:FJM?bXpxJB WbW8ogQlllUfzJdIJ-igxt9Czl7F3GT7oYZkMa5gOaGJ_2v?Z?g9ZIE8yYVsz t 5-8-15 10-1-14 L 7 L6-9.14135-4 , 2611-4 , 32.6-6 32�7-4 3&3-4 , 4%1-2 1 M-2-8 52-7y3 5-8-15 4-4-15 5-0-9 1-2-1 2-&0 7ii-0 57-2 14 5-8-0 6314 fit�s1 4.00 FIT 3x8 MT20HS-- 3x6 5x6 3CA in 4 4x4 II 2 q; 1 6 28 27 35 5x8 = 5x8 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2014fTP12007 LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T3,T4: 2x4 SP M 30 BOT CHORD 2x4 SP N0.2 *Except* B1,134: 2x4 SP M 30, B2: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W15: 2x4 SP M 30, W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 25-27, 7-22, 9-20, 2-28 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 18 = 2561/0-8-0 (min.0-3-0) 14 = 482/1-34 (min. 0-1-8) 28 = 1643/0-74 (min.0-1-15) Max Horz 28 = -184(LC 9) Max Uplift 18 = -1263(LC 7) 14 = -595(LC 7) 28 = -728(LC 6) Max Grav 18 = 2561(LC 1) 14 = 531(LC 14) 28 = 1643(LC 1) 6x6 = 8 5x5 - 5x10 = 3x6 2x4 11 3x4 11 6 5 9 3x6 5 1011 W10 1 14 Ell s 2 36 24 233837 22 39 4019 41 144 413 20 26 3x8 MT20HS= 3x8 = 18 5x8 11 3x4 = 6x8 = 3x6 = 2x4 I I 2x4 I I 4x6 11 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-622/465,2-3=-3153/2774, 3-4=-3064/2787, 4-5=-3011/2736, 5-6=3003/2880, 6-7=-2687/2592, 7-8=1659/1634, 8-9=-1636/1658, 9-1 0=1 23/578, 10-11=-126/465, CSI. DEFL. in (loc) I/dell L/d TIC 0.86 Vert(LL) -0.7120-21 >646 360 BC 0.87 Vert(rL) -1.24 19 >369 240 WB 0.99 Horz(TL) 0.10 18 n/a n/a (Matrix-S) TOP CHORD 1-2=-622/465, 2-3=-3153/2774, 3-4=-3064/2787,4-5=-3011/2736, 5-6=-3003/2880,6-7=-2687/2592, 7-8=-1659/1634, 8-9=-1636/1658, 9-10=-1231578, 10-11 =1 261465, 11-12=-266/533, 12-13=-489/1067, 13-14=-365/341, 1-28=379/402 BOT CHORD 28-34=-2477/2903, 27-34=-2477/2903, 27-35=-315/402, 26-35=-315/402, 5-25=-309/440, 25-36=1926/2616, 24-36=-1926/2616, 24-37=-2001/2688, 23-37=-2001/2688, 23-38=-2001/2688, 22-38=-2001/2688, 22-39=-529/962, 39-40=-529/962, 21-40=-529/962, 21-41=-529/962, 41-42=-529/962, 20-42=-529/962, 18-45=-855/420, 17-45=-855/420, 16-17=-855/420, 16-46=-855/420, 14-46=-855/420, 14-47=-855/420 WEBS 4-27=-207/285, 25-27=2041 /2597, 4-25=-275/268,7-22=-1491/1476, 8-22=-428/578, 9-22=-438/816, 9-20=-2173/1799, 18-20=2086/1951, 11-20=-450/645, 12-18=-809/1557, 12-16=-468/297,6-25=827/818, 2-28=-2672/2468 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. Dead Load Dell. = 9/16 in f 3x6 12 5x6 7 19 2x4 II 1415 IaIa 45 17 16 46 47 3x6 = 4x10 11 2x4 11 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 317 lb FT = 0% 5) Plate(s) at joint(s) 3, 6, 8, 10, 26, 5, 23, 19, 17, 27, 2, 4, 25, 24, 22, 9, 20, 11, 18, 12, 16, 14, 14, 15, 21, 1 and 28 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 7 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1263 lb uplift at joint 18, 595 lb uplift at joint 14 and 728 lb uplift at joint 28. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss design requires that a minimum of 7/16a structural wood sheathing be applied directly to the top chord and 'Y2 gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard blaming- Pleaselloraaghly mriewlke'Ad ROOF TRUSSFS('SLIIFRj, 6[XIBAl1ERMS 8 (DIDIIIONS (USTOMFR (-BUTIRIA(KNONFFO6(Minr Imm. VaUy design poromelersaod rend note antis noss Desipn Draeinp(IDD)ad Ike Manuel MmXeeol. rebates Sheel Eelo a use. Unless ath«rise slated m Me TOO'. •nlyy ADDkmae be, plal«shaBhe usedforlh, TOO nob -lid. Asa Doss Oesigo[agin«r(.e.,Spedalty Fogiae«),the-IanaiyTDDmp,,.nts an naeptanm at the professionanea l mgigng mponibllity for tt.,&09r. at Me single Is- derided on the Too aly,ad«Ipbl. The design assumptions, leading r.diFau, MANUEL MARTINEZ, P.E. r scnallilyenduseofibisTiessfermylendingisthempansiblilyattheDona,theDrnAash,dadagas.'6.110diegDnige",inTheronhelMPoefl6,heMr.theheadkuddingsudeaidFEW.TheapprovaldtheFDDmdmyFiielda,,.16,Truss,FndedngbendrmR,'brag"bril.r.lim adhisdal,shall bethe #047182 respasssb"isfilsar;ddingOtilgnermdCiennd«.ADnobuaoulins6aIDDeodlhapradinsaedgridefoesaltleraiMing(ompaumSalaryhdotmaXaa(XfllJpohlishedkylPimdSBGonrelmmndtorgm«olgnidcnse.Ip4ldefinssl6emspoosfiJiXesmddufimogeheimssgesigner,DunDesignEagineerand 10019(horltDn(ir. lmss 4molacmr«, eden o0«riu defined hyo (mhmtagued epao is erkeghyollp«X« brabed. The Do« Desige Fryme« isXO1 the Building Des�gmr ar Dusslydm [ngmeer ler ary bnildug AD Cara ldued t«ms ore os defiaed in FRI.1. Copyright(DHIf A -I Raaf Is.'-- Metal Means." P.E. Rep shadion al this dammeet, ie any farm, is prahibitedswills nittm p-iWou Dam A-B Raat Trusses-Monue1 Mather, F.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply Pac/6812 EL B A0586049 62808 A03 Roof Special 2 1 �Stcl Job Reference (optional) 151 Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:40:33 2015 Page 1 ID:FJM7bXpxJBWbW8ogQlllUfzJdIJ-BIUFMY wuZB75HNk7RlpeuxkgJOeUf8upJsmayYVsy 17-5-4 I 3 I 97-15 4 157 22-2.4 69110-4 32-6 3-4 8-3-4 5-12.652 §24914--9-0 57-2 4 To 6.9174 93 1-10.13 5x6 = Dead Load Dell. = 1/2 in 4.00 F12 3x6 -- 2 4 5x8 3x6 5x8 = 5x6 = 7- 3x6 zz� 2x4 11 9 3x61zz� 10 1411 3x6 _ 12 48 Z1 291 60 28243 44 27 26�4 49 23 50 22 51 5219 �52 53 5G518 57 17 16 58 3x8 = 5x6 WB= 3x8 = 5x8 I I 3x6 = 4x12 11 2x4 11 4x8 = 2x4 11 2x4 11 5x8 = 2x4 11 4x6 11 2x4 11 17-54 49.13 1 9-7-15 149-4 1 7 26-11-4 32-6-6 38-3-4 451-2 51-2-8 4-113 4112 51-5 3 9-6-0 57-2 SB-14 59-14 St-6 5x6 -- 2x4 II 13 1415 1;I� 59 ; d 4x10 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.68 20-21 >673 360 MT20 244/190 TCDL 15.0 Lumber DOL 1,25 BC 0.87 Vert(iL) -1.19 19 >387 240 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.07 18 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) Weight: 318 lb FT = 0% LUMBER - TOP CHORD 2x4 SP N0.2 *Except` T1: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 `Except` B4,B5: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W15: 2x4 SP M 30, W5: 2x4 SP No.2 OTHERS 2x4 SP No.3 SLIDER Left 2x8 SP N0.2 2-3-0, Right 2x8 SP N0.2 1-6-0 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 7-24, 7-22, 9-20, 25-28 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 1665/0-7-4 (min.0-1-15) 18 = 2598/0-8-0 (min. 0-3-1) 14 = 456/1-3-4 (min. 0-1-8) Max Horz 1 = -208(LC 9) Max Uplift 1 = -732(LC 6) 18 = -1270(LC 7) 14 = -588(LC 7) Max Grav 1 = 1665(LC 1) 18 = 2598(LC 1) 14 = 514(LC 14) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-317/208, 2-3=-2854/2489, 3-4=-3137/2766,4-5=-3075/2745, 5-6=-2991/2762, 6-7=-3233/3026, 7-8=-1 617/1631, 8-9=-1 626/1617, 9-10=-193/666, 10-11=-195/553, TOP CHORD 1 -1 =-317/208, 2-3=-2854/2489, 3-4=-3137/2766, 4-5=-3075/2745, 5-6=-2991/2762, 6-7=-3233/3026, 7-8=-1617/1631, 8-9=-1626/1617, 9-1 0=-1 93/666, 10-11=195/553, 11 -1 2=-323/607, 12-13=-452/1022, 13-14=-342/334 BOT CHORD 1-31 =-2122/2566, 1-41 =-2122/2566, 29-41=-2122/2566, 29-60=-2122/2566, 42-60=-2122/2566, 28-42=-2122/2566, 2546=-2168/2883, 46-47=-2168/2883, 4748=-2168/2883, 24-48=-2168/2883, 2449=-1521/2176,2349=-1521/2176, 23-50=-1521/2176, 22-50=-1521/2176, 22-51=495/933, 51-52=-495/933, 21-52=495/933, 21-53=495/933, 53-54=495/933, 20-54=4951933, 18-57=-813/386,17-57=-813/386, 16-17=-813/386, 16-58=-813/386, 14-58=-813/386, 14-59=-813/386 WEBS 3-28=-274/452,4-28=-381/417, 25-27=0/282, 5-25=425/502, 5-24=-153/351, 6-24=-1226/1224, 7-24=-1255/1423,7-22=-1227/1270, 8-22=-581 /692, 9-22=419/842, 9-20=-2236/1842, 18-20=2119/1970, 11-20=443/631,12-18=-827/1571, 12-16=471/301, 25-28=-2297/2878, 4-25=-248/291 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf, h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; - porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate' grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) atjoint(s) 1, 1, 5, 6, 8, 10, 19, 17, 3, 29, 28, 4, 27, 24, 7, 22, 9, 20, 11, 18, 12, 16, 14, 14, 15, 25 and 21 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 23 checked for a plus or minus 3 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 732 lb uplift at joint 1, 1270 lb uplift at joint 18 and 588 lb uplift at joint 14. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard 1Pammg Plansetbaroagar(teHerMe-A-lgognemsrsruuu7safe(ufeYsdroggmoNs(NsmYfefeurta7u(umn(DrAuxrfo�o<ya,aydesignpaeameereoadeeadnotesonthis Tom Dodge D-ingpgDlendThe Mittel Yamaa,Pi.retelenaSheol felon ax.wlettamen;.noted onTheTOO, only MANUEL MARTINEZ, P.E. IOlekmneedar plalnshag beosed for the TOO Ta bero54.Asa BmsDaigo Eagineer(ie,Spatially Engineer), the seal on any TOO apdseNs an oteptmue of[It piafestlonol eegmeerirgaspantlifry for 14&,ry,olit, smgfeTo.,,il,gdedea the ND Wy, and" IPI-f. The deoiga--pliain, Wiliq eoadiaaet, A!0ebilily and- of This Lou for any rending is the se+pon,ibiloyofthe 0.nn,the Ovner-flairiaedopwlor The kil&9 Designs, in The noone? of The 11416a aLtke lad bdifing rodo and 1114, 16eoPprmoldt6a T0Dondany field meol0aiross,imludny F.and5ng, storvye, iaskDouon and brainy, shag ba the #047182 rnpoes3rity Ohba Gibing Detignerond(otnatloT. AD nat-d net intht TOO sod the portion-d gddde.sol the Building(omp-al Solely lnlaramfiot(d(SI) published by IN and SECAmeeelaenmd Toe general gaidenm. IPFl defines lkernpoosIDllitia and dunes edlba Goss Wugoer, Ouss Design Engineer and 10019 Charlton (ir. iron YanuloMmr, enlea olhadsn defined by a (ommdogreed upon in rrding by all po�aes Grernd. The 1NAT Pop Engineer is NOT the Building NOT- or Smss Son. Engineer for any kifdiag. All Caoldind tams me as defined in TPI-I. Copyright©2055 A.I roof busses • 6lanuel Main-, P.E. geprodalion of this donated, in toy lolm, is pethihiled pith mitten permission fir-A4 goal Trusses• Manuel Ytdims, P.F. OCIOOdO, FL 321i32 Job Truss Truss Type Qty Ply Pac/6812 EL B A0586050 62808 A04 Roof Special 2 1 �Std Job Reference (optional) Al KUUh I KUbW:b, rUK T YItKGt, YL JAfAb, aeslgn(cpaliruss.com Kun: /.bJu s JUl zo zuio Ynni: /.WU 5 JUI Zt$ ZUIb MI I eK inausuies, inn. wea oep Ju uo.4u:Jq Z o ID:FJM?bXpxJBMW8ogQlllUfzJd IJ-fD2eau_ZftJ_ jRyxg8O2A5TuN7fVNxY17T2P 6-1-1 12-9-4 ,15-54, 21-4-14 26-11-4 , 32-6-6 32,7-4 38-34 45-1-2 51-2-8 52-7,4 5Y(6 = Dead Load Defl. = 9/16 in 7x10 MT20HS= 7 i 4.00 12 7x10 MT20H8= 4 8 2x4 11 4 9 10 2 12 Tar 5x8 3T W6 5x6 3 511 2x4 I ash 1 1 4 12 ,h 4 2 1314 �9 Id 39 40 41 42 23 22 43 441 45 4618 47 46919 17 51 16 52 53 27 26 25 15 2x4 11 3x411 Us 2x411 5x811 2x4 II 4x1011 Sx10 I I 3x10 = 2x4 I[ 4x6 11 6x8 = 6 1-1 12-94 15 6 71 21-4-14 , 26-11-4 , 32-6 6 , 38-3 4 45-1-2 51-2-8 6 1-1 6 B� 2-9 3 5 10 8 5 6 6 5 7-2 5 8-14 6-g-14 6-1-6 LOADING (pso SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP N0.2 'Except` T1: 2x4 SP M 31, T2: 2x6 SP No.2 BOT CHORD 2x4 SP M 30 'Except` 132: 2x4 SP No.3, B5: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W5: 2x4 SP No.2, W13: 2x4 SP M 30 OTHERS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 2-6-0, Right 2x8 SP No.2 1-6-0 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-23, 6-21, 8-19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1649/0-74 (min.0-1-15) 17 = 2626/0-8-0 (min. 0-3-2) 13 = 431/1-34 (min. 0-1-8) Max Horz 1 =-208(LC 9) Max Uplift 1 =-732(LC 6) 17 =-1282(LC 7) 13 =-582(LC 7) Max Grav 1 = 1649(LC 1) 17 = 2626(LC 1) 13 = 500(LC 14) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-1=-359/193, 2-3=-3011/2642, 34=-2928/2624, 4-5=-3463/3172, 5-6=-2480/2325, 6-7=-1566/1609, 7-8=-1564/1603, 8-9=-251/740, 9-10=-253/627, 10-11=-373/670, CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.95 Vert(LL) -0.6819-20 >679 360 MT20 244/190 BC 0.87 Vert(TL) -1.26 18 >365 240 MT20HS 187/143 WB 0.89 Horz(fL) 0.08 17 n/a n/a (Matrix-S) Weight: 310 lb FT = 0% TOP CHORD 1-1=359/193, 2-3=-3011/2642, 34=2928/2624, 4-5=-3463/3172, 5-6=-2480/2325, 6-7=-1566/1609, 7-8=-1564/1603, 8-9=-251/740, 9-10=-253/627, 10-11=373/670, 11-12=420/985,12-13=-340/317 BOT CHORD 1-29=2272/2736, 1-39=-2272/2736, 27-39=-2272/2736, 2740=-2272/2736, 2640=-2272/2736, 2442=-2756/3509, 2342=-2758/3507, 22-23=-1644/2291, 2243=-1644/2291,4344=-1644/2291, 2144=-164412291, 21-45=464/872, 45-46=-464/872, 20-46=464/872, 2047=464/872,4748=464/872, 1948=464/872,17-51=-778/356, 16-51=-778/356, 15-16=-778/356, 15-52=-778/356, 13-52=-778/356, 13-53=-778/356 WEBS 4-26=-755/655, 24-26=2038/2748, 4-24=-1136/1417,5-23=-1493/1368, 6-23=-690/854, 6-21=-1320/1335, 7-21=-543/626, 8-21=445/838, 8-19=-2265/1880,17-19=-2141/1996, 10-19=441/630, 11-17=-837/1586, 11-15=478/300 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x6 MT20 unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7321b uplift at joint 1, 1282 lb uplift at joint 17 and 582 lb uplift at joint 13. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and % gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Nernieg-Please @omaghtymain. tbe'A_Ygoof lgllSS[SCS[tlSl'yG[NlHltt TURNS A(DYOITIONS(DStOM[PI'BUY[glA(KNOWI[D6(Y(Nri.,at rityd0gapmametersood mod noteson:his Loa gnign Drc.iapQDOJmd Oe tlanuelBWniae4 Pf•gdereom Sheet hehrevu. Onbnatherrise voted on Me TOD,adf MAiNELlAARIINEI,P.E. ADtek ronaMe; plcln shd h<ased for the IDD hbe solid. AsaT.. Design Ggineer (.e.,Speu.Ny lagto,ts j the sealooary TOD represendsoo ueephme of f a, p ofnsi—I eegiaening mponsmiGgy Im Me desyo a1Ce single Trussdepid:d an Ihr IDD only, wdn IPbi. The design onwapsioa;loofrng roaflion, ///����\ sadobililp oad auollhisTmn In on,B"Dding is lM1e mspemib7dy oflhe Orner, the Ovaei saothari:ed opealtt lha 8oitd'rc; Onigna, is lhemeMal of Poall6the QC.lhe laai bogdwg rode oed(PFI,Th,.pprmalaflhe TOD cad any field use olthe Truss, indadng hondGng,sbmge, imhOofion and brining, shall be the #041182 S\(espeasibdityof[be InildingDasipetend (ommlot.ADcases seroNmlbsTOD eMthe prafitesand gaidehoesofthe lhilding(analswn( Solely lydotmntimp(Sl) published byT?ioadSBUoreretemauulWgenerolpidenro.IPEldefineslheresporsSiGliesondduliesolfhelmssDesigoer,Trussoeigningineerand 10019(horlton(ir. —)Cuss YoeokMrer, anlen olhvdse de5oed by a (onharl agreed open io yang by ollpo,Nes tavaleed. The Is -Design ingmeer !,NOT the gilding Designee ar Imo Syslen Engineer far aey heildlag All Capimlired Isms are os defined in TPH. Copyright®1DI5 A•I goonmssas • MonuelModiaea, PF, gepmdudiaa of this domrneat, is any loan, is prohibited with vii". permissiaa from A-1 goof Trusses• Manuel Maminaa, P.B. Orlando, FL 32832 n Job Truss Truss Type Qty Ply Std Pac/6812 EL B 62808 A05 Roof Special 2 1 A0586051 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1truss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 30 08:40:36 2015 Page 1 I D:FJM?bXpxJB WbW8ogQlllUfzJdIJ-bcAO?aOpBUZiyk6JoZRWGWZEtwLFrgpabnXWNvyYVsu 6-1-15 , 10-94 .13-5415-6-7 21-5-0 26-114 , 32-6-6 32,74 38-3-4 45-1-2 1 51-2-8 52-7,4 • 4.00 F12 { 2 2x4 11 5x8 % 3 T ' 1 1 d , 40 28 5x10 11 4x6 5x6 = 5x6 = 4 6- 41 27 42 26 3x4 11 3x10 = 6x8 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC20141TP12007 LUMBER - TOP CHORD 2x4 SP N0.2 `Except` T1: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 'Except* 132: 2x4 SP No.3, 135,66: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W6: 2x4 SP No.2, W14: 2x4 SP M 30 OTHERS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 2-6-0, Right 2x8 SP N0.2 1-6-0 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 6-24, 7-22, 9-20 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1647/0-7-4 (min. 0-1-15) 18 = 2635/0-8-0 (min. 0-3-2) 14 = 425/1-3-4 (min. 0-1-8) Max Horz 1 =-208(LC 9) Max Uplift 1 =-731(LC 6) 18 =-1285(LC 7) 14 =-580(LC 7) Max Grav 1 = 1647(LC 1) 18 = 2635(LC 1) 14 = 495(LC 14) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -1 =-342/145, 2-3=-2986/2606, 3-4=-2860/2674, 4-5=-3131/2881, 5-6=-3646/3289, 6-7=-2468/2321, 7-8=-1557/1604,8-9=-1556/1598, 9-10=264/760, 10-11=-266/647, 5x6 = 8 7 N2x4 II 10 013 11 43 24 23 44 413 46 4719 48 46020 18 52 3x8 - 2x4 11 5x8' 11 2x4 II 46 II I-5 O 26-11-4 , 32-6 6 3 445-1-2 10-10 5 6 4 '7-2 5 8-14 6-9-14 1-1-2],[20:0-4-0,0-2-01,[25:0-5-12,0-4-121,[27:0-2-8,0-1-81 CS1. DEFL. in (loc) I/defi L/d TIC 0.95 Vert(LL) -0.68 20-21 >678 360 BC 0.86 Vert(TL) -1.26 19 >363 240 WB 0.91 HOrz(fL) 0.08 18 n/a n/a (Matrix-S) TOP CHORD 1 -1 =-342/145, 2-3=-2986/2606, 3-4=-2860/2674, 4-5=-3131/2881, 5-6=-3646/3289, 6-7=-2468/2321, 7-8=-1557/1604, 8-9=-1556/1598, 9-1 0=264760, 10-11=266/647, 11 -1 2=-385/688, 12-13=408/971, 13-14=-353/325 BOT CHORD 1-30=-2229/2705,140=-2229/2705, 2840=-2229/2705, 28-41=-2247/2807, 2741=-2247/2807, 6-25=652/897, 2543=-2759/3503, 24-43=-2760/3501, 23-24=-1638/2281, 2344=-1638/2281, 4445=-1638/2281, 2245=-1638/2281, 2246=458/860, 4647=-458/860, 2147=-458/860,2148=-458/860, 4849=-458/860, 20-49=-458/860, 18-52=-766/345, 17-52=-766/345, 16-17=-766/345, 16-53=-766/345, 14-53=-766/345,14-54=-766/345 WEBS 4-27=467/642,5-27=-1633/1389, 25-27=-2485/3275, 5-25=-406/571, 6-24=1497/1376, 7-24=-691/850, 7-22=1317/1334, 8-22=-537/619, 9-22=-450/843, 9-20=-2276/1888, 18-20=-2148/2001, 11-20=-440/629, 12-18=-841/1584,12-16=-474/301 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., 6Cpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate' grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x6 MT20 unless. otherwise indicated. Dead Load Dell. = 9/16 in f 5x6 �2x4 II 13 1415 17 16 53 54 d 2x4 II 4x10 II PLATES GRIP MT20 244/190 Weight: 311 Ib FT = O% 5) Plate(s) atjoint(s) 1, 1, 4, 8, 10, 26, 6, 23, 19, 17, 3, 28, 27, 25, 24, 7, 22, 9, 20, 11, 18, 12, 16, 14, 14, 15 and 21 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 5 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf an 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 731 Ib uplift at joint 1, 1285 lb uplift atjoint 18 and 580 lb uplift at joint 14. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard W-mg-Please IWmgAty mein IWAA ROOF IPUSSISI'S11111j,6n1IRII TIMA CONDITIONS C7STCAUR('pNCIjk(KNOWIEDGEMIN1'W.Verify de!igu pmomelen andrmd nut,, on this Inn 0eugnD-negODD) md theAnuel6Wnimi,H. refereete Sheet behre use. Wknarb-ise Vuldm Ne Ito. I7 MANUEL MARTINEZ, P.E. Abrek nneedm plain shot be used for the NDhhe eoOd.Aw Lou DaigoCogin<er(e, SpeduNrEngineal, the nelonoeyIDD¢przuNs ne ornplmaotihepnlenimal eoQiu¢,rtyrapon�iiity lartt ink, smgh lrusydepidedrnthe lDD enty,mde!ip41. IAe design o!sumptioa!,loorwgrmAfiars, seisAlily nod use of iris lrusslot my Willing is lM1vespnmid'INy of the Ones, The Ona', ombudred apeet us the Building O,,ignm, in the molenof the IILthe III, be lad lupd.g mU ued V0. The oppumf46,TOO and my field use ef[be Loss,imhdnl hoedDSsromge, IosfooeGm and bmting, skO be the #041182 S\rnpnsibftdihaeulldingDetignttmd(oxnarlm. All mlauetoNmthe 100mdIT. pmthnsmdgnidebneselthe huitdegCamp-WStately tnWimrienINCSQpublished byOPT mdSIKAuse elvetadh,it rolgaidrnm.IP4ltlehnls!hemspnmLilitk!mddutimafthelrmsWslgnet,Tme!DWI, hiii-,used 10019(horlton(ir. I.. NucArmrn, unless o0eradse defined by u Imbues opined qm in wi ing by.11pmdes I. -Ind. the hint Ong, Ingme" is NOT the guilding Oedgnm et Lust Stile. Engineer let my build.ag. AO CapimOted terms me us defined In 1111. Copyrigbt©2015 A -I led Lnsses-Muted Mortimer, K. leprodudion ul this dom.eat, in any tar., is prohibited teOb ve,iNm permission Ls. A.I 1ml Trusns-Mmed Moo-, P.P. OtlOndO, Ft 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B A0586052 62808 A06 Roof Special 2 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:40:36 2015 Page 1 I D: FJM?bXpxJ BWb W6ogQl l l UfzJd IJ-bcAO?aOpBUZiyk6JoZRWG WZFawK7rpUabnXWNvyYVsv 27.4.4 4�-12 8-9� 11-5� 165-9 221i 14 26-6-426,11 431-3-10 38-3-4 45-1-2 51-21 �2-7y4 4312 45-9 2-8-0 6-15 3-11-6 0. 3-11.6 5-11-10 6-9-14 6-1-0 1- 0S-0 5x6 = Dead Load Deft =11/16 in 4.00 12 2x4 - Sx8 - 5x6 = 2 4 5x8 3 1 37 25 38 24 4x12 11 3x6 = 3x8 = 2x4 11 3x8 MT20HS- 9 2x4 11 8 10 3x8 7 3x6 3x6 1112 3x6 WS W 13 5x6 14 2x4 II 1 1516Ic 392340 41 22 42 4321 44 20 19 45 18 46 17 47 48 5x6 WB= 3x8 = 3x8 = 3x6 = 5x6 = 2x4 11 4x10 11 3x8 MT20HS= LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.50 22-24 >923 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.19 22-24 >385 240 MT20HS 187/143 . BCLL 0.0 Rep Stress Incr YES W3 0.99 Horz(TL) 0.10 18 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 302 No FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 31, T3: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 'Except- 133: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 2-3-0, Right 2x8 SP No.2 1-6-0 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 9-22, 6-22, 12-20, 12-18; 9-20 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1584/0-74 (min.0-1-14) 15 = 239/1-34 (min. 0-1-8) 18 = 288410-8-0 (min. 0-3-6) Max Horz 1 = -206(LC 9) Max Uplift 1 = -693(LC 8) 15 = 454(LC 7) 18 = -1455(LC 7) Max Grav 1 = 1584(LC 1) 15 = 366(LC 14) 18 = 2884(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-354/0, 1-2=-405/286, 2-3=-2667/2339, 3-4=-2927/2491, 4-5=-3238/2797, 5-6=-3494/3073, 6-7=-1890/1721, 7-8=-1804/1731, 8-9=-1862/1901, 9-10=822/968, 10-1 1=-778/777,11-12=-8481757, TOP CHORD 1-1=-354/0, 1-2=-405/286, 2-3=-2667/2339, 3-4=-2927/2491, 4-5=-3238/2797,5-6=-3494/3073, 6-7=-1890/1721, 7-8=-1804/1731, 8-9=-1862/1901, 9-10=822/968, 10-11=-778/777,11-12=-848/757, 12-13=-108711202, 13-14=-182/414, 14-15=-304/203 BOT CHORD 1-27=1960/2369, 1-37=-1960/2369, 25-37=-196012369, 25-38=-2122/2758, 24-38=-2122/2758, 24-39=-1909/2535, 23-39=-1909/2535, 23-40=-1909/2535, 4041=-1909/2535, 22-41=-1909/2535, 2242=-451/1094, 4243=-451/1094, 21-43=-451/1094, 21-44=-451/1094, 20-44=-451/1094, 20-45=1067/1403, 19-45=-1067/1403, 18-19=-1067/1403, 18-46=-351/212, 17-46=-351/212, 17-47=-351/212, 15-47=-351/212, 1548=-351 /212 WEBS 9-22=1308/1435, 8-22=-356/508, 6-22=1074/1158, 6-24=-870/1081, 5-24=1259/1191, 4-24=-609/906, 4-25=251/155, 3-25=-1841444, 10-20=-411/573, 12-20=-1856/2204, 12-18=-2386/2309, 13-18=-965/1714, 13-17=-515/340, 9-20=-862/698 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s) 1, 1, 4, 5, 7, 9, 11, 16, 15, 15, 8, 22, 6, 24, 25, 3, 10, 20, 12, 18, 13, 17 and 21 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 23 checked for a plus or minus 3 degree rotation about its center. 7) Plate(s) atjoint(s)19 checked for a plus or minus 5 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load non(wncurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 693 lb uplift at joint 1, 454 lb uplift at joint 15 and 1455 lb uplift at joint 18. 11) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and 'W gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Fomieg-Pf,wetl.rwgbk red.. TWA-) IMS(•SmlRj, M111AnEN$ a ACAEIDra1DDId11Nr corm. rerayderign pn-dris.nd rend w's nn N, fun kaiin 11-i.gODD) cnd the fd.-IWirinar, Pt. Mu na shed hefore use. unteu other.ise,rmrd anrbe Too, amp �kfeA mweder pl.lnshnF he wed for ltr IDO Fu he.ofid.A,rTmss Design Ergireer(i.e., Spedmry Eoginent16e url o. reyIDDreprtums ona¢phnenflhe pmfe,si.nmee¢neaing a,pneshibly lm ltt ledge eltte,nynhws dapidcd ca lh<IDD mly, under 7PEL the dwi�nswmpfinnglording rendiKon, MANIIEL MARTINEZ, P.E. suitrblti,yo.d use ofthislruss for my su/dmils mtpowiblOyrflhe D.ner,th.0rnei,00lM1mnedage¢I or Me Bm",d'rcg Onigna,in the ioetrgrf lhelF4 the 1lUhe lad Foldingmdeaed Rol. Th. #047182, rnpom3drry rf7ha Funding Dedgrer rnd(amanm. AD note, selom in lM1e IDD endth. pmrDus oad gnidebresoftbe Foking[omponed Soley lmrrmmiea(B6lj published bylPl nrdSF[Aore refinenmd brgwenlgideme. WE definesthe re,paubieeas anE dues d,he Tm,s Dedgney Lun Oesign Engineer ead 10019 (IIorNDa LIE. Luss Mrrm.nurer, nnlearovdse defined byn(enrrn agreed upon in rrmngby rllpnnlw lnrdred, The Less Drdge Engineer 1,11111T rO&SDesignerer Lan SynemEnginnr firoey haitdivg.All Crpimliudlens ore as dehredin iPl 1. Copyrigh1©2015 A -I Prof hones • lAti- hdi.es, PE, reproduction of IM1is daomeaf, ie ony loan, is pmhiWted.ilb e,itlm perminior hem Ad Roaf Trutset-Nonuel Nmf er, P.F. Orlando, FL 32837 Job Truss Truss Type Qty Ply Std Pac/6812 EL B A0586053 62808 A07 Roof Special 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:40:37 2015 Page 1 ID:FJM?bXpxJBWbW8ogQlllUfzJdIJ-3okmCvl RyohZauhVMHylok5S3KgFaHxkpRH3vMyYVsu t 3-2-15 6-9-0 9-5� 15-11-8 i 22.6-14 ,24126-11-429 31310 38�-0 i 45-1-2 51-2-8 3 2-15 3�5 2 8 0 6Fi 4 6-7, -11� 2-5-0 ' 2-5-0 '1-11 6 6 11-1(1 b-J 14 b 7� Dead Load Defl. =1/2 in 5x10 MT20HS= 2x4 11 4x4 = 4x6 = 2x4 11 7 8 10 11 4x6 3zL- x6 3x6 5 4.00 12 6 1213 5x6 = _ 5x6 2x4 2 3x6 5x8 % 4 14 5x6 -- a; W6 W9 15 5x6 z eO 3T 2x4 II 1 0 2 16 I�,7 d 36 24 37 23 38 22 39 40 41 21 20 42 19 43 18 44 45 3x8 = 5x8 = 5x8 = 4x8 = 3x6 - 5x6 = 2x4 11 4x, 0 11 4x10 11 6 9�3 9 5 4 16-11-8 22-6-14 31-3-11 38-3-4 _ 45-1-2 51-2-8 2-8-0 6 6� 6 7-6 8 8-12 6A 10 6 9 14 6-1-6 Plate Offsets (X,Y)- [1:0-3-0,0-0-14], [8:0-4-7,Edge], [10:0-3-0,0-1-5], [13:0-2-8,0-2-0], [16:0-8-1,0-0-14], [19:0-2-12,0-3-0], [21:0-1-12,0-2-0], [22:0-4-0,0-3-0], [23:0-3-12 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.32 23-24 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(Q -0.83 23-24 >556 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.11 19 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-S) Weight: 309 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 'Except' T2,T5: 2x4 SP No.2, T4: 2x6 SP No.2 BOT CHORD 2x4 SP M 30 'Except` B2: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 2-3-0, Right 2x8 SP No.2 4-3-0 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 9-22, 9-21, 13-21, 13-19, 14-19, 6-22 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1542/0-7-4 (min. 0-1-13) 16 = 117/1-34 (min. 0-1-8) 19 = 3047/0-8-0 (min. 0-3-10) Max Horz 1 = -189(LC 9) Max Uplift 1 = -681(LC 6) 16 = 420(LC 7) 19 = -1530(LC 7) Max Grassy 1 = 1542(LC 1) 16 = 284(LC 14) 19 = 3047(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-224/256, 2-3=-2380/2062, 34=-2872/2385,4-5=-2747/2359, 5-6=-2740/2340, 6-7=-1742/1590, 7-8=-1625/1677,8-9=-1564/1643, 9-10=-550f724, 10-11 =-6281774, TOP CHORD 1-2=-224/256, 2-3=-2380/2062, 3-4=-2872/2385, 4-5=-2747/2359, 5-6=-2740/2340, 6-7=-1742/1590, 7-8=-1625/1677, 8-9=-1564/1643, 9-10=550l724, 10-11=62W774, 11 -1 2=-582/604, 12-13=-659/585, 13-14=-1332/1528, 14-15=-324f739, 15-16=-552/717 BOT CHORD 1-26=-1688/2064, 1-36=-1688/2064, 24-36=-1688/2064, 24-37=2694/3372, 23-37=-2694/3372, 23-38=-1858/2548, 22-38=-1858/2548, 22-39=-379/1010, 39-40=-379/1010, 40-41=-379/1010, 21-41=379/1010, 2142=1378/1629. 20-42=-1378/1629, 19-20=-1378/1629, 19-43=-644/348,18-43=-644/348, 1844=-644/348,1644=-644/348, 1645=-644/348 WEBS 9-22=1071 /1162, 7-22=-107/256, 5-24=-969/932, 4-24=-433/593, 3-24=422/717, 9-21=-1015/845, 11-21=-388/519, 13-21=-1942/2374, 13-19=-2534/2389, 14-19=-1009/1744, 14-18=-500/336, 6-22=-1241/1219, 6-23=307/593,5-23=-910/922 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s) 1, 1, 4, 5, 8, 10, 12, 17, 16, 16, 16, 22, 9, 7, 24, 3, 11, 21, 13, 19, 14, 18, 6 and 23 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) atjoint(s) 20 checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 681 lb uplift at joint 1, 420 lb uplift at joint 16 and 1530 lb uplift at joint 19. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard War.iag Pkase NaroagWy mriearthe 9d ROOF IgOSSIi('SnlEgj,011![gllfirms pntlydesip iccamelen cad teadnatnon lhi+nne 0avgaUmiag(IDO)md the Nmuel Yartiae,P.Llefuenm Sheet Behre ou. Unkse at6erdu valid onlBe TgO, aaIf MANOR MARTINEZ, P.E. nilek mnaed.t plvlmh.B b used Iar the 101) robe eafid. AsaLao 0nig. Fag'men (q Speuahyrngineer),t6e ual.. aey1DD mprnems.. aaeplanre of the pminsien.l eey neeisymp nbillly lint, doge althe satgle Irussdepided o.Ibe ID0 eary, Dodo R41. The design.+svmpsi.as,lo.ding swdhau, �,ftbilityaid use al NO— lmany rmlding is the tesponu'40ryotHe Orno,lhe Oenes'ssulhmind agem or lteg.ddrgOnignebwlha rvnlert>dthe ll616e IlGihe lad Eu@dtng mdeaed lPld.Theappmmldthel0gaadenyAddau althe Trpn,indudrg Aaadgsg, smrcge,ist.0a0dn.tld hmsmg,+ha06e the #041182 i+np.asibdbyoltteluiliingOesignerand(orradar. AOnotasseloutiatheSODendlhepm+6o+ardg degnesohheBuildingComponeniSalerylnlo+mahon{g(Slipo6lishedhyfPiandSeGontelemnmdtorgenenlgaidenra.IPNdehn,lb, iespan+k'btks tied Met s4ib,TlelsNesigeer,ImssOasignFegineetcad 10019 (horlion 0r. Irass R .Armes, u.le+s mhmarhe defieed by a (owit aped aps. i. nm.9by.I1 parties inealred. The Ties, 1163a legiceer is NOT the Building Tests— ar truss sysiem (cgiaeer Is, Dry buildl.g. ell Captlibud leis Die as defied IsTH 1. (appight@2015 Ad goof Ttaue+• Aince[M dint, Pi. gep,.dutfi...l this dasnmeeiny, iti too., is prohibited arith artistic permission 6. AA gaol Tmsses-A(aau,1 Molina, P.I. OfI00d0, Ft 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B A0586054 62808 A07A Roof Special 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 30 08:40:38 2015 Page 1 ID:FJM?bXpxJBWbVWogQlllUfzJdIJ-Y I8QF13j5pQB2Giv—T_LxedrkOSJkBt25OdRoyYVst , 3-2-151 9.5-4 , 15-11-8 , 22-6-14 ,24.6-q26-11:129-0-431-3-10 36-3-4 , 45-1-2 , 51-2-8 52-7-A 5 3S5 2-8-0 6-6-d 6-7.6 1-11 25-0 2S-0 1-11 6-11-10 6-9-14 6-1-6 2 Dead Load Dell. =112 in 5x10 MT20HS= 2x4 11 4x4 = 4x6 = 2x4 11 7 8 10 11 3x6 3x6 5 12 4x6 4.00 F12 6 13 2x4 � 2 5x6 = 5x6 = 3x6 5x8 t:'� 4 W6 14 5x6 °b 15 5x6 z 3 IAl1 1 0 2 16 I9 34 23 35 22 36 21 37 38 39 20 19 40 18LIJ 41 17 42 43 3x8 = 5x8 = 5x8 = 4x8 = 3x6 = 5x6 = 2x4 I I 4x10 11 4x10 11 6-9-4 9-5�t 15-11-8 22-6-14 31-3-10 , 38-3-4 , 4rr1-2 _, 51-2 8 6 9� 2-8-0 66 4 6- 7 6 8 8-12 6 11-10 6 9 14 6-1 6 Plate Offsets (X,Y)— [1:0-3-0,0-0-14], [8:04-7,Edge], [10:0-3-0,0-1-5], [13:0-2-8,0-2-0], [16:0-7-13,0-1-2], [18:0-2-12,0-3-0], [20:0-1-12,0-2-0], [21:04-0,0-3-0], [22:0-3-12 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.32 22-23 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(FL) -0.83 22-23 >556 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.11 18 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-S) Weight: 305 lb FT = O% LUMBER - TOP CHORD 2x4 SP M 30 `Except' T2,T5: 2x4 SP No.2, T4: 2x6 SP No.2 BOT CHORD 2x4 SP M 30 `Except` 132: 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 2-3-0, Right 2x8 SP No.2 4-3-0 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 9-21, 9-20, 13-20, 13-18, 14-18, 6-21 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1545/0-7-4 (min.0-1-13) 16 = 21/1-3-4 (min. 0-1-8) 18 = 3044/0-8-0 (min. 0-3-9) Max Horz 1 = -166(LC 9) Max Uplift 1 = -681(LC 6) 16 = -298(LC 7) 18 = -1539(LC 7) Max Grav 1 = 1545(LC 1) 16 = 208(LC 26) 18 = 3044(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-224/257, 2-3=-2383/2059, 3-4=-2877/2381,4-5=-2752/2355, 5-6=-2746/2335, 6-7=-1749/1585, 7-8=-1 631/1672, 8-9=-1 571/1638, 9-10=-558l717, 10-11=-6377767, 11-12=-590/597, 12-13=-668/577, TOP CHORD 1-2=-224/257, 2-3=-2383/2059, 3-4=-2877/2381, 4-5=-2752/2355, 5-6=-2746/2335, 6-7=-1749/1585, 7-8=-1631/1672, 8-9=-1571/1638, 9-10=5587717, 10-11=637R67, 11 -1 2=-590/597, 12-13=-668/577, 13-14=-1340/1512, 14-15=-325/725, 15-16=-590/801 BOT CHORD 1-24=1726/2067, 1-34=-1726/2067, 23-34=-1726/2067, 23-35=-2731/3379, 22-35=-2731/3379, 22-36=-1895/2555, 21-36=-1895/2555, 21-37=-416/1017, 37-38=-416/1017,38-39=-416/1017, 20-39=-416/1017, 20-40=1362/1570, 19-40=-136211570, 18-19=-1362/1570, 18-41 =-631/336, 17-41 =-631/336, 17 42=-631/336,16-42=-631/336, 16-43=631 /336 WEBS 9-21 =1 071/1162, 7-21=-107/256, 5-23=972/929,4-23=-431/594, 3-23=421R18, 9-20=-1013/846, 11-20=-387/520,13-20=-1946/2366, 13-18=-2525/2392, 14-18=-1025/1760, 14-17=-502/337, 6-21=1241 /1219, 6-22=307/593, 5-22=-910/922 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 681 lb uplift at joint 1, 298 lb uplift at joint 16 and 1539 lb uplift at joint 18. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/z gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Naming -Please tharonmieviewThe 'A I ROOF TRUSSES ('0111,U]IIIAL TINS A ODD) cadhehomelAtw6w, ?I Unl,,'IfiniseuoledooMe100,oaty A MANUELMARTINEZ,P.E. Ed .-do plalashag be used I., the IUDhb,,dd.Tsar—Onigo[ogineer(u,Spedoiry[oginea), the sealoaayIDOrep—olsao A plans, of the prefnsienol eoginen¢grnpaesbiDhfor itednige elffesingle Tsussdepideden the IDD only, Dodo ip41. Thedmsam esignptiem,boringem&Me", ,ftbi6goad-of 00assfo, my RuMul is hemspamibaity of the oaoa,thatlrneis Valua rtedaTed or The gegdicgDesignn, in The«ohd of the ltC,the IlLh, basal Eudding sad,adRld, The opprowl dtda IDD and any geld as, of the Tross,inda6ri hoad(ury,sbmge,imtalbfion and bmimyhalf be the #04%182 respomtRDY oflhe tuUding Oetigner OodCoehodor. Al note setoN in the IDD and the pm««s andgeidetoesalMe Roilding[omponenl Salary lntorn.0ao)e[SI)pohlisAed by Rl and SBGare retnenmd for g«e«I gaidante. TPPl defines Me«spombiGlksand dudes of the Tints Dedgner,Gun Design Engineer and Truss Almukauret, unless alb-Isa defined by a (nnb.t ogued oPon in vrinng by oll lank, liveried. The T,-Design Engineer is HOT the Rolding oa Will., ar LSystem for any beilding. All (upland d leans me as darned'. VIA. 10019 (horlton (ir. Copyright©2015 A-1 End Trusses -Manuel Mediae,, P1. Reprndurnan of this damn.d, la any la,m, is prohibiled.;th ariden per.iuiaa ham A -I Fuel Trusses -Manuel Muslim; P.E. Orlando, FL 32832 a i 1 Job Truss Truss Type Qty Ply Pac/6812 EL B A0586055 62808 A08 Roof Special 2 1 �Std 1 Job Reference (optional) Al KUUr I KUSAC.S, rUK I VICKUL, r-L a44o, oesigntmailruss.com Kun: d.oau s dui zo zu to rnnt: miter muusines, inc. vveu 4x 5x6 = 6 3x4 = 5x6 = � n 30 08:40:39 2015 Page 1 G8OB2AA1HImAzEyYVss Dead Load Defl. = 7/16 in 16 " -14 1� r. - <r 12 11 10 5x8 = 3x8 MT20HS= 3x4 = 5x8 = 3x8 = 4x6 11 3x8 = 4-9-4 ' 2-8-0 38-7-4 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 0.94 Vert(LL) 0.37 13-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.69 12-13 >663 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-S) Weight: 234 lb FT = 0% LUMBER - TOP CHORD 2x4 SP N0.2 `Except' T335: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except' W12: 2x4 SP No.2, W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-12, 7-11, 9-11, 2-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10 = 1720/Mechanical 16 = 1720/0-74 (min.0-2-0) Max Horz 16 = 322(LC 7) Max Uplift 10 = -716(LC 7) 16 = -781(LC 6) Max Grav 10 = 1720(LC 1) 16 = 1720(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-481/445, 2-3=-4268/3653, 3-4=4633/4020, 4-5=-3573/3183, 5-6=-2365/2222, 6-7=-2197/2162, 7-8=-1413/1496, 8-9=-1566/1468, 9-10=1653/1512, 1-16=-326/369 BOT CHORD 16-17=-3017/2958,15-17=-3017/2958, 14-15=-3017/2958,14-18=-3498/3669, 13-18=-3498/3669, 13-19=-2618/2763, 19-20=-2618/2763, 20-21=-2618/2763, 12-21=-2618/2763, 12-22=-1747/1888, 22-23=-1747/1888, 23-24=-1747/1888, BOT CHORD 16-17=-3017/2958, 15-17=-3017/2958, 14-15=-3017/2958, 14-18=-3498/3669, 13-18=-3498/3669, 13-19=-2618/2763, 19-20=-2618/2763, 20-21=-2618/2763, 12-21=-2618/2763, 12-22=-1747/1888, 22-23=-1747/1888, 23-24=-1747/1888, 11-24=-1747/1888 WEBS 2-14=-1393/1779,3-14=-1652/1514, 4-14=-767/896, 4-13=-738/861, 5-13=-840/987, 5-12=-996/1066, 6-12=-379/489, 7-12=-518/645, 7-11 =-1 005/886, 9-11=-1415/1659, 2-16=-2874/2449 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s) 1, 2, 6, 8, 15, 14, 4, 13, 5, 12, 7, 10, 11, 9 and 16 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 3 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 716 lb uplift at joint 10 and 781 lb uplift at joint 16. 11) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and '/z° gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Wvmieg- Please lhvraaghlpmriew WA-1 ROOF IIUSSISrSY1111,OINIIAL IIAYSA(ONDITIONS(USIONLI(ITHgjA(A110WIf06ININP 1-.Pm1yddppmamefenavd read wes m this Erns Oaign D-FgODD) rnd the 9-d Nvdi-,Pl. leterenm Shathelareuse. TIMenmherrise 9aled onlAe lDD, Doty MANNER MARTINEZ, P.E. YiteA ronnnlvs plvin shvl h<used for the IDO to he valid. AsaLvn Design fagineo (i.r, Spesiulty Engineerl,the feel vv and 1D0 mprcunfs an vmeplanm a(Ihe pmlessivnvl ev9in<aingrzspvn�lilily for the dnige aI Me single Luis depicted an the 1DD only, undo IP41, the dniy, vssumptivvs, loading emdisives, �svNvhililyavd uwvhlusLpss 1pr m,y BuOdingis the raspon l'JM olthe ONoer, IheOmcrsrolhorisad agrnlas lM1e legdiegOnigno,wlM1aroesexsol the ll4 she llCsle laal huddmg sode andTPhL The oppoeul allheiDOandenr NddusealNe Tmn,indudnlhaadgry, sbaye,iesloNofian and hmeinr, shoU 6e the #04T18Z respvnildNydffiefailing D:Ygnerend(vahadm. Al nat,,d.dia1ha 100 end thepuffi-d gAdeivnvitheBA1.g(vmp-M Svtety lnkrmvfiiaoR(SQ pdrd,d by ITT and SKA- Wvnad hr gmud giduue. IPEI'definesMetespays�iGtin and dudes of the Luss Wslgear, fsuss0esign [egineer end 10019 (6DrNon (it. imss Yvrolvnurm,nnkss al5nwfm defived hya(enhmtaerced epvv iv n0kg hyaltpmfn Mevleel. Thy Oedgnivgmeer is NOT theI1bg 0.0p.i vrl.-Son fngi-I hru 0h.g.tlI(vpvcNred lens ma as dnfved'm iPld. rapyright© 2015 Ad tool imssn • M.-I Mmli-, P.E. lepmdudion aphis dnmmevt, in my Ivan, k pmhihited with wild. perminin bum Ad RAImaeo 11-d Mvd!-, H. Orlando, FL 32R32 Job Truss Truss Type City Ply Pac/6812 EL B A0586056 62808 A09 Roof Special Girder 1 1 �Std Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 30 08:40:40 2015 Page 1 ID:FJM?bXpxJBMVWogQlllUf7JdIJ-UNPvgx3JFj38RMP41 PVSQMjwhYgEndAAWPVjVUhyYVsr �1 4-12 2-:4 5 5 4 10 4 13 155 15 20 6 4 27 3-9 30 4 0 33 4 4 38-7-4 -4 1 2-9 4 2-8-0 4-11-9 5 1-2 5 0 5 6-9-5 3-0-7 3 0 4 5-3-0 5x8 = 3x4 = 1.5x4 11 6x6 Dead Load Defl. = 11/16 in 3u 2Z' dL 21 all LU `^ "" 19 Jb it 18 " 17 14 4u 13 6x8 11 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014/rP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except' Bl: 2x4 SP M 31, B2: 2x4 SP M 30 WEBS 2x4 SP No.3 `Except' W14: 2x6 SP No.2 OTHERS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 2-9-0 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-8-13 oc bracing. WEBS T-Brace: 2x4 SYP No.3 - 8-18, 7-19 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131 "x3") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 2268/0-74 (min. 0-1-14) 13 = 1735/Mechanical Max Horz 2 = 335(LC 34) Max Uplift 2 = -1177(LC 4) 13 = -766(LC 4) Max Grav 2 = 2268(LC 1) 13 = 1735(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 34=-3244/1551, 4-5=-2963/1429, 5-6=-4396/1997, 6-7=4417/2114, 7-8=-2711/1313, 8-9=-2096/1080, 9-10=-2347/1179, 10-11=-2351/1180, 11-12=-1828/861, 12-13=1682f796 3x8 = 5x10 MT20HS= 3x4 = 4x8 = 1.5x4 11 1.5x4 11 5x6 = 15-5 15 20:4 27-3-9 30 4-0 334-4 38-74 5-1-2 5-0 5 6-9-5 3 0 7 3-0-4 5-3-0 -1-12,0-2-01,[13:0-1-12,0-3-01,[15:0-5-8,0-2-81,[16:0-2-8,0-2-4L [18:0-1-8,0-2-01,[22:0-1-8,0-1-81 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.96 Vert(LL) -0.4319-21 >999 360 MT20 244/190 BC 0.98 Vert(TL) -1.1219-21 >410 240 MT20HS 187/143 WB 0.95 Horz(fL) 0.24 13 n/a n/a (Matrix-M) Weight: 267 lb FT = 0% TOP CHORD 3-4=-3244/1551,4-5=-2963/1429, 5-6=-4396/1997, 6-7=4417/2114, 7-8=-2711/1313, 8-9=-2096/1080, 9-10=-2347/1179, 10-11=-2351/1180, 11-12=-1828/861, 12-13=1682/796 BOT CHORD 2-24=-1595/2812,2-30=-1595/2812, 30-31=-1595/2812, 22-31=-1595/2812, 22-32=-2647/5042, 21-32=-2647/5042, 21-33=-1656/3243, 33-34=-1656/3243, 20-34=-1656/3243, 20-35=-1656/3243, 19-35=-1656/3243, 19-36=-1217/2535, 36-37=-1217/2535, 18-37=-1217/2535, 16-39=-758/1658,15-39=758/1659 WEBS 4-22=766/1710, 5-21=953/615, 6-21=379/319, 8-19=-346/936, 8-18=663/338, 9-18=-844/498, 11-15=-830/456, 12-15=-877/1903, 16-18=-119212489, 9-16=189/462, 11-16=-635/1314, 7-21=-593/1253, 7-19=1010/630, 5-22=2486/1221 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1177 lb uplift at joint 2 and 766 lb uplift at joint 13. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 570 lb down and 293 lb up at 2-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard i 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=70, 4-5=-70, 5-8=-70, 8-11=70, 11-12=-70, 17-24=-20, 15-16=-20, 13-14=-20 Concentrated Loads (lb) Vert: 31=-454(F) Wpmieg-Plemetho,00gbFyrniee lAe'bl ROOF IkJSSn('SIIIR],601IeAlriBkSB(OYDIIIOAS(15r0YfB('BIITEB]A[AIIOWIBDWN[Nrlmee rertlydesipn pommNenardrmdnotes on tAis Iron Deign Dreviap(IDD)mdlAe donuel YumaeyPl. Bderenm Sheet Fehrc uu. Wkeseb-iss voted on Me fDD, oofy Beek d MANUEI MARTINEZ, P.E. �mneear plain sbaO Fe pled tpr Ov NOla be aaSd. Asa Tmu Design logioeer(.q SpenairyEngineerJ,t6e ual ao oeYnOmp—d'..mmptpm 611 pmlesei-Ingi—,kgrtepacs�iliryfm Q<desye al0:es'vgk T,msdepidedml6<NOaaFj, order Rl-I. The design ossamptieaslaodipgswdifiaes, ' uApbiSlyondumohhisUunlaronyBuNdingislhemspaasiinTdyottlmOnei,theOmer'saothprimdogedorIF, 11,7*5Designn,isthorn,kzldIF, lt6Fib, lPCdhaladbaddngmd,WTPld.Th,qp,-10th, Mod anyfidd-sfIF, T—,WdmlF.andr,,g,sWrep,imtolinNanmdbmstny,64bethe #041182 . rnpaesib&Yy of the Binlding DetignerpndCprnanp,. Alwo sew TOO end IF, pmsfi.—d gsiddsmlibe Building[pnp-0 Solely 10—fin(861) pphlisbed by IN one SB(A are inlet—d1v gmeeal pidenm. iMednutAemspamibi5ib,—ddd,i,hbelmm Wngaeyhuss8esign Eagineapnd IOO1 II 10 I Tmu YanAmey unless olhavlsa deReed bya(anbon ag,eed aeonis vriNng hyallppiAes hvdred.1b.1-snnign Engineer is NOT the Boiling Onipm aImes Spin Engineer I.—yb0diag.snCaplditedle,ms oreos defined iniPid. 9(orl nEr. (opyngh1©2O15 A•I RonlTmsses-MoauelAlarlian, Pi. Aeprodunion al this dammeat, is nny lo,m, is pmhihited vit6 nPoen perminua (rcm A-S Roof rmsmt• Nonuel krii-, Pi OBlandO, Ft. 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B A0586057 62808 A09A Roof Special Girder 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 30 08:40:41 2015 Page 1 ID:FJM?bXpxJBWbW8ogQIIIUfzJdIJ-yZzH2H4y00B?2W Hb70hzaG4HxOSW5jJk3FH27yyvsq ,1-4-12 2-9-4 , 5-5-4 10-1-13 15.5-15 20-64 26-114 3344 1 38-7-4 5x8 = 1.5x4 11 5x8 = Dead Load Defl. = 11/16 in 8 9 in Zd 19- [a 18 au ea ... -_ 16 1- .ems 14 �a ao 13 J. 12 sxs II 3x4 = 3x8 = 5x8 VVB= ' 3x4 = 3x8 = 3x4 = 3x6 II 3x8 MT20HS= 2-9 4 10 5 9 15 5 15 20 6 4 26-11 3 33-4-4 38-7_4 2-9, 7-8-5 5 05 5-0S 6 5-0 6-5-0 Plate Offsets (X Y)-- [2:0-6-9,0-5-21 [8:0-54,0-2-8] [10:0-540-2-81,[1 9:0-1-8,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.43 16-18 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -1.11 16-18 >414 240 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr. NO WB 0.87 Horz(rL) 0.16 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 245 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 31 *Except* 132: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W10: 2x6 SP No.2 OTHERS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 2-9-0 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-8-12 oc bracing. WEBS T-Brace: 2x4 SYP No.3 - 8-14, 10-14, 7-16 Fasten (2X) T and I braces to narrow edge of web with 1 Od (0.131"x3") nails, bin o.c.,with 3in minimum end distance. Brace must cover 90% of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 2268/0-7-4 (min. 0-1-14) 12 = 1737/Mechanical Max Horz 2 = 335(LC 32) Max Uplift 2 = -1176(LC 4) 12 = -765(LC 4) Max Grav 2 = 2268(LC 1) 12 = 1737(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-3244/1551,4-5=-2963/1428, 5-6=-4398/1996, 6-7=-4419/2112, 7-8=-2711/1312, 8-9=-2142/1101, 9-10=2142/1101, 10-11=1305/610, 11-12=-1692f784 TOP CHORD 3-4=-3244/1551,4-5=-2963/1428, 5-6=-4398/1996, 6-7=-4419/2112, 7-8=-2711/1312, 8-9=-2142/1101, 9-10=2142/1101, 10-11=1305/610, 11-12=-1692/784 BOT CHORD 2-21 =-1 595/2813, 2-27=-159512813, 27-28=-1595/2813, 19-28=-1595/2813, 19-29=-2646/5044, 18-29=-2646/5044, 18-30=-1656/3246, 30-31=-1656/3246, 17-31=-1656/3246, 17-32=-1656/3246, 16-32=-1656/3246, 15-16=-1215/2534, 15-33=-1215/2534, 33-34=-1215/2534, 14-34=-1215/2534,14-35=-521/1164, 35-36=-521/1164,13-36=-521/1164 WEBS 4-19=-766/1711, 5-19=-2488/1220, 5-18=953/615, 6-18=-377/318, 8-16=352/930, 8-14=-588/322, 9-14=514/379, 10-14=725/1438, 10-13=-998/572, 11-13=-730/1617, 7-18=591/1252, 7-16=1017/632 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s) 1, 4, 5, 10, 2, 2, 19, 18, 6, 16, 8, 9, 14, 13, 12, 11, 7 and 15 checked for a plus or minus! 0 degree rotation about its center. 6) Plate(s) atjoint(s) 17 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1176 lb uplift at joint 2 and 765 lb uplift at joint 12. 11) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) "Semi -rigid pitchbreaks with fixed. heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 570 lb down and 293 lb up at 2-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-70, 5-8=-70, 8-10=-70, 10-11=-70, 12-21=-20 Concentrated Loads (lb) Vert:28=-454(B) Wenong- Plus. thoroughlynvim1be9d ROD[ TRUSS[Srf111111,GENIRAtTERYSh(ONDITIONSVnifydesign fmcnrdersond,,.dnotes oothis (russ Design D..iogQDD)andthe11modYortimr,P.E.Ide,un,Shallbefore use. Unless othesio,stmdonmeTOO, only MANUEL MARIINEZ, P.E. Yilek -W., phlss dd be oud [Or the TOO to be eo[d. As.L.0 De,ig.logm er (.a, Spmiaily Engine.,), the -10..oy TOD tep-d,no aupnme or the Prolessiad eogines,i.g ¢spomWily for thedesigo of It single host depicted en the TOD only, under TPI-I. The design onumptSoes, looding-dilion, �so0oblilyand use of ibis Truss for my WAR is the rospomilbility of the 0...,6, oener's outhorieed gedorthe bonding Drops,, in lh, omoef of the lALthe EICA. lordh 9ding nd.a,014, The opNarol eftlePJDood my held use of lhaTmsbindod"mgF.ondGng,shmge, ioAvOoNon ondbmeing, sh it be the #047182 respoesibeity of the holding Designer o.d(oebodm. AD notes Posed in fNeTOD end the pmrdus and gafdebnes of the Bowing Componeat Solety lnfomaOeo l 311, published byWEok SECA Ore,eluanmd I., gevenl gsidenre. SEW de5aesth.... puilArfx, and ddos Oflbe Tress Designer,Tron Design E.gineer and 10019 (borlton Cir. fmuYaeukMret,od.n nhadse dehvd hyo(ontron a<ued ape. ierriangbydlpmfim neohd. They Design Fagin,a is NOT theRedding D.Ognes or Imes SysfenFngi-shraey M7dw0 tll GpNoWedInmmeae derived Wield. (oprright©7015 A•f Raof T---Y..uel Yodioee, Pi. Reprodmtio..tthh doameet, S. a.y l.rm, Es prohibited ritb nitlen permission ham AJ Roof Tm...s-good Winer, P.E. QflOndo, F132832 Job Truss Truss Type City Ply Std Pac/6812 EL B A0586058 62808 A10 Hip 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 30 08:40:42 2015 I D:FJ M?bXpxJB Wb WSogQ I I I UfzJd IJ-QmXfFd5an KJsggZTBgXwVn pJVLQ kFYPTzLgb &10-5 1n-2-8 1&1-0 21-10-15 26-9-2 32-7-0 36-0-0 , 651 3x4 = 4.00 F12 5x6 = 3x4 = 3x6 = 6 -7 a o 5x6 = 10 Dead Load Dell. = 3/8 in Lo �4 N w oc cue re co — 16 co ce co w it caau 13 of 12 5x12 11 3x4 = 5x10 —_ 3x4 = 3x6 = 3x8 __ 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.33 16-17 >999 1 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.61 15-16 >706 240 MT20HS 187/143 BC LL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(TL) 0.14 12 n/a n/a BC DL 10.0 Code FBC2014lrP12007 (Matrix-S) Weight: 213 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 30, TV 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4'SP No.3 SLIDER Left 2x8 SP No.2 2-3-0 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 7-16, 9-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1613/Mechanical 12 = 1613/Mechanical Max Horz 1 = 290(LC 8) Max Uplift 1 = -728(LC 6) 12 = -728(LC 6) Max Grav 1 = 1613(LC 1) 12 = 1613(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-646/111, 2-3=-3132/2645, 34=-3084/2583,4-5=3004/2594, 5-6=-2608/2226, 6-7=-2401 /2190, 7-8=-2091/1842, 8-9=-2091/1842, 9-10=8491799, 10-11=923/783, 11-12=-1596/1357 BOT CHORD 1-22=1778/1521, 1-23=-2739/2853, 23-32=-2739/2853, 24-32= 2739/2853, 17-24=-2739/2853, 17-25=-2660/2912, 25-33=-2660/2912, 16-33=-2660/2912, 16-26=-1956/2287, 26-27=-1956/2287, BOT CHORD 1-22=-1778/1521, 1-23=-2739/2853, 23-32=-2739/2853, 24-32=-2739/2853, 17-24=-2739/2853, 17-25=-2660/2912, 25-33=-2660/2912, 16-33=-2660/2912, 16-26=-195612287, 26-27=-1956/2287, 27-28=-195612287, 15-28=-1956/2287, 14-15=1548/1827, 14-29=-1548/1827, 29-30=-1548/1827, 13-30=-154811827 WEBS 5-16=-620/705, 6-16=-223/465, 7-15=-534/600, 9-15=-502/743, 9-13=-1444/1254, 11-13=1210/1488 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load. nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 728 lb uplift at joint 1 and 728 lb uplift at joint 12. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/2° gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard We,eing- Pleaseiiomoghiy ,ei..the 'A.I PODP mossIS ("at fill, 60111AI I R W A (ONoll toHS C1310AnIf r8URRIA(ANUIRIDGENOT' loan redly design p nied a ood reed We on Ihie Tress Design 11-1,0(100)ond the Men .I Ynrlinet, P.E.leterenm Sheet hetore use. MI. ss.1her i. aeled on the IVD.. If Nitek mnoedei ploln shot be end ter the NDlo be toed. As a Goa Doignfegineo(."Sp"Wly Engines),the-I000eyToo repuaids on onepte-of the profess ionoleepinaiingrapenihiloy for Me designefthe siigle Tma depidedee the TDD only, ondn lPbl. The deign—pf—, lending-61ion, MANUEL IAARTINEZ, P.E. mooldlilyoid use of I%T—ror on, Udmg is the raspensibilityeltheDrna,the 0—A oolhe,itad egeol or the reading 0nignn, in the eeltef of the 11C, the IN.the luol building rodend 71-I.Th,pp—I.1the TDD endeny field use al the TmssWedrp hoodHeit,Omge, iodolletf. end bmeq,shell be the #0411R2 '''�respeabdity dibe SWIding DesigeereadCosrodm. Almtesntomiel6e TDDeodthe pmNmeed gcidebnesoltle roiliingCompmenl Soley lolmmofion(B(Sl; pabtished hp lPl and SAq on retneomdforgmerd giMenre. IP41 de6nnlhereeparskiGtin ood d6e, allba Gms Deslg-,N.0mirelagmei and 10019 (horlton (ir.. Gns YaeubMrey oelen erhvda de0eed byes(mhos slued open I. e6lieg by ellpm(rtr U Ind. The Gun 0e09e feswer GN01 the roiling DesignserImo SysinfegmeerIor eey b0diq. All NOIAud Innssees der-d be TPId. Copyright©1D1S A.I Roof lmaes-9-1Medina, Pi. llep edorNon of this demneet, in ooy Imm, ie p 6ihited.ith mitten pent Wv fie. A -I pouf Tmsces-Nenuel Maifi-, P.E. Orlando, FL 32832 Job Truss Truss Type QtY Ply Std Pac/6812 EL B A0586059 62808 A11 Hip 2 1 I Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 30 08:40:43 2015 Page 1 ID:FJM?bXpxJBWbW8o9QIIIUfzJdIJ-uy51 Tz5CYeRilp8fiX392?LRJIjA_2lcCNkO7?yYvso 7� 2 14-11-4 21-1-6 27-5-2 33-7-41 11 :I-4 7�-2 7-7-3 6 2-2 6 3 12 6-2-2 2 4-0 ' 5x10 MT20HS= d nnR-9 Dead Load Deff. = 1/2 in _ 3x4 = 3x8 MT20HS=3x4 = 5x6 46 r; a 7 8 a 0 N GG 16 GJ 15 rY — — — — c — G., — 11 .sue 10 5x12 II 1.5x4 11 3x8 MT20HS= 3x4 = 3x6 = 3x8 = 3x6 11 3x8 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Ptate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T1: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 2-3-0 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 3-15, 5-15, 7-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1611/0-4-12 (min.0-1-14) 10 = 1611/Mechanical Max Harz 1 = 281(LC 8) Max Uplift 1 = -729(LC 6) 10 = -742(LC 6) Max Grav 1 = 1611(LC 1) 10 = 1611(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-534/123, 2-3=-3193/2642, 34=-2717/2262,4-5=-2532/2265, 5-6=-2206/1887, 6-7=-2206/1887, 7-8=-649/588, 8-9=-696/573, 9-10=1626/1322 BOT CHORD 1-21=1616/1398, 1-22=-2747/2929, 16-22=-2747/2929, 16-23=-2747/2929, 15-23=-2747/2929, 14-15=-2120/2469, 14-24=-2120/2469,24-25=-2120/2469, 25-26=-2120/2469, 13-26=-2120/2469, MINIMA CSI. DEFL. in (loc) I/deft L/d TC 0.93 Vert(LL) 0.4015-16 >999 360 BC 0.90 Vert(TL) -0.7815-16 >554 240 WB 0.70 Horz(rL) 0.14 10 n/a n/a (Matrix-S) BOT CHORD 1-21=1616/1398, 1-22=-2747/2929, 16-22=-2747/2929, 16-23=-2747/2929, 15-23=-2747/2929, 14-15=-2120/2469, 14-24=-2120/2469, 24-25=-2120/2469, 25-26=-2120/2469, 13-26=-2120/2469, 12-13=-1566/1841,12-27=-1566/1841, 27-28=-1566/1841, 28-29=-1566/1841, 11-29=-1566/1841 WEBS 3-16=0/250, 3-15=-443/602, 4-15=102/410, 5-13=-548/631, 7-13=-515(787,7-11=-1646/1446, 9-11=1209/1522 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 729 lb uplift at joint 1 and 742 lb uplift at joint 10. 2-4-0 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 205 lb FT = 0% 10) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 'V gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Waning-Plnse0—Ohlynr40eYI200MUSSIS(IM111,G11OULTIMI[DYDInONSC.RIOY[P('eN[YjA(rt10WlN4EMfln'laimyulydeugopn.,ly ndandmhs.thlnssUsipD—igPOD)mdsheNanoeltmnieee,PLWe,—Sheetb1lmum.Vk1411 ttrisevmedonMcMonli MAN UELMARTINEZ,P.E. WId lenedn pnln Ad 6,mad Iur the TOD la be n,5d. Aso boss Designregi—,(e.,SpaidlyEngrom),6,seal..nyTOD ,p—h oo aneplmm dlhe pnleW Inginmingnsp-Oi6ty letRedesigndt�edingleT— delided en 16e TOD only,orderTPII. The deign osrxoptioas,looding roadNon, �'eNbiWymd use d Ir"I ssTo nl hil fiq is the asp-ibiliiydsheOne,the O—C, ntWud qml or l6e guldirg Dnignn, in the nnlnl d the llL the 11C.l6e lad haddogrodeaed iPFl. The app—ldth,TOD and ny fieldme 0 th,Tim, ixldng hnd6ng, vomge, iowhiin and bwdq, shop be the #047182 respa-bfte1 the 6ailding Designer nd(onledot. AD notes snl w is the TOD and lb, pub.,aad galde6mofthe reildingCompwSalary ldmmaNnn(8151) pa6lished by TPl and SB(Aon 1.1 wdlorgenenlgaidmie. IPFI�de6neslM1e mspnski6tin and duNn of the Loss Wdgeer,Luss Oesign Eeginer and 10019(horlton(ir. ." R—hdura, anlus A-l" defieed by a (anlmd.1-d upon ie.,i iq by ellpmties iarnlred. The bun Onip ingi—, is NOT the IdNing Designer or Lun Syiln Ingineel61 any bdldng. All Cnpimlind W., o e ar defend in TP61. Cap SHQ7015A.Ihdlnsses-ManuelMadi-,PLlepndudiondthisd—M,isnyrmn,isp,61RedrichnM.peninioeLemA-lgoalT.,--A(anelNadiner,P.L. OrlDndo,FL32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B A0586060 62808 Al2 Hip 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed ID:FJM?bXpxJBWbW8ogQlllUfzJdIJ-uy51 Tz5CYeRilp8rr; T1 4 12 6 3 5 12-11-4 18-4-7 , 24-3-4 30-6-1 , i 4 1 6 3 5 6-7-15 5 5-3 5 10 13 6-2-13 5x10 MT20HS= A nnF—iq- 3x4 = 3x4 = 3x6 — 3x4 = A 7 A - Q 30 08:40:43 2015 Pagel 35-74 35,1,14 Dead Load Defl. =112 in 2x4 11 10 5x12 II 1.5x4 11 3x8 = 3x8 MT20HS= 3x4 = 3x8 MT20HS= 3x4 = 5x6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP - TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.38 16-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.74 12-14 >577 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 Horz(TL) 0.15 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 203 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 'Except` T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 2-3-0 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 7-12. 9-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1710/0-4-12 (min.0-2-0) 11 = 1609/Mechanical Max Horz 2 = 311(LC 6) Max Uplift 2 = -847(LC 6) 11 = -773(LC 6) Max Grav 2 = 1710(LC 1) 11 = 1609(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=469/127, 34=-3117/2561, 4-5=-2884/2379, 5-6=-2705/2369, 6-7=-2820/2361, 7-8=-1783/1447, 8-9=-1783/1447 BOTCHORD 2-23=-1517/1318, 2-24=-2685/2854, 17-24=-2685/2854, 17-25=-2685/2854, 25-26=-2685/2854, 16-26=-2685/2854, 15-16=-2467/2884,15-27=-2467/2884, 14-27=-2467/2884,14-28=-2146/2515, 28-29=-2146/2515, 13-29=-2146/2515, BOT CHORD 2-23=-1517/1318, 2-24=-2685/2854, 17-24=-2685/2854, 17-25=-2685/2854, 25-26=-2685/2854, 16-26=-2685/2854, 15-16=-246712884, 15-27=-2467/2884, 14-27=-246712884, 14-28=-2146/2515, 28-29=-214612515, 13-29=-2146/2515, 13-30=-2146/2515,12-30=-2146/2515, 12-31=-1240/1483, 31-32=-1240/1483, 11-32=-1240/1483 WEBS 4-16=290/349, 5-16=-200/468, 6-16=407/171,6-14=-213/357, 7-14=-331/469,7-12=-1077/1029, 9-12=-696/1009, 9-11=-2021/1694 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 847 lb uplift at joint 2 and 773 lb uplift at joint 11. 10) This truss has been designed for a moving concentrated load of 200.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'% gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard woming-PI-6—ghly rer4.0"A.1 ROOSi1tRS[S('SnIIRj,LlXBAAI i1PkSACONDITIONS (9110MEPI'BU1'TgjA(ITBOW1TOLlklNrWas. Modesgop —la—duod not —this frau Oesigo Drcrinp(IDD)nndlhe A—) fiee,,P1.1efor Shulhf,—se. Unlenollerriu voted onlCe T00,aoly MANUEI MARTINEZ, P.E. �Nifd soveeMr plalnshoA b used for SFr NOIo be eoAd Asa nov Aaigo Ggmen (.a, Spedollyfnginar], the ualaaaey 100 uCreud....... poom of 1Ae polessienol eeyinenrsgasponsmigtyfor a: desya dine tugle nmtdepirkd en the 1DD anty,onda ippl. The deign os,umplSon, loonag soad'dian, saiinbilDyend uu of Ibisiloss far my Budding is the mpcnsifilyofthe Oeoei,[he Oenetseutha,hd ogenl or The Aa1dng Wipes, in The uew0 the 116the QC An fosdh ilding ude endTPid, The oppraeeldtle TOO end uy field an oftb,Tes,,iaWd;11 bondgig, slorege, issid.rion and b,.6n1,,kN1 be the #047182 repoesibdOy ellAe Aailding0:vgnerondConhavot. Al noNs sdad'mIh:IDO eodlhe prarOa, aadguidegnesof%e Build"mg[omponea Saiepinlemofieo(86DpoblishedbpTPiem SA(A ore refenoudforgmerd gaidonse. IPFl defines Me,epoosdilitks and dude, oltbe imss Dedgneyirougesign Eegiaaa and arms kenuiaMra, u s-wh-lu Mond by o 0.1:0 ogieed upon is nrMng by altpotries Beoired. The➢u„ Oaigo frryineer isNOT the Building Oevgna a itm, Syslen Cngineer for nor bnildlag. AOCepimfiud lam au os defined to IPhI. 10019 Charlton Cir. (opyrigbl©IndAIPaofUeues monuel mmlieep Pi. Reprodudioo of this dosumeal, in any lmm, ispmhibifed•itb rniden perminion LemAlRoof Tsu..... monuel marline, P.E. Orlando, Fl. 32832 Job Truss Truss Type Qty Ply St'd Pac/6812 EL B A0586061 62808 A13 Half Hip 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 2812015 MTek Industries, Inc. Wed Sep 30 08:40:44 2015 Page 1 ID:FJM?bXpxJBV1bW8ogQlllUfzJdIJ-M8fQgJ6gJxaZvzjsGFaOaCucr94JUcmQ1 TxfSyYVsn 1 4-1 5 2-9 10-11� 16-10-15 23 3 8 29-11-8 35-11-4 55-2-9 5-8-12 5-11-11 6-0-9 6 8-0 5 11-12 Dead Load Defl. = 1/2 in 5xl0 = _ 3x4 3x4 3x8 MT20HS= 4x4 II 3x4 11 4.00 12 = 5 a 7 a o 10 17 16 -. .- .- -- n 1.5x4 11 3x8 —_ 5x6 WB= 3x4 = 3x4 = 5x6 = 5x12 11 3x8 MT20HS= FCbiCI 35- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.34 16-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.80 14-16 >539 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(TL) 0.17 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 196 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except" T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 2-3-0 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 9-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11 = 1609/Mechanical 2 = 1710/04-12 (min.0-2-0) Max Horz 2 = 269(LC 6) Max Uplift 11 = -767(LC 6) 2 = -852(LC 6) Max Grav 11 = 1609(LC 1) 2 = 171O(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-444/138,3-4=-3017/2492, 4-5=-3049/2496,5-6=-2878/2474, 6-7=-3238/2661,7-8=-2417/1943, 8-9=-2417/1943 BOT CHORD 2-23=-1423/1296, 2-24=-2558/2754, 17-24=-2558/2754,17-25=-2558/2754, 16-25=-2558/2754,16-26=-2818/3307, 15-26=-2818/3307,14-15=-2818/3307, 14-27=-2538/3035,13-27=-2538/3035, 12-13=-2538/3035, 12-28=-1546/1835, BOT CHORD 2-23=-1423/1296, 2-24=-2558/2754, 17-24=-2558/2754, 17-25=-2558/2754, 16-25=-2558/2754, 16-26=-2818/3307, 15-26=-2818/3307, 14-15=-2818/3307, 14-27=-2538/3035, 13-27=-2538/3035, 12-13=-2538/3035, 12-28=-1546/1835, 11-28=-1546/1835 WEBS 5-16=-256/521, 6-16=-664/433, 6-14=-125/286,7-14=-197/358, 7-12=-946/911, 9-12=-720/1057, 9-11=-2244/1912, 4-16=-1071303 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s) 1, 5, 8, 10, 11, 2, 2, 16, 6, 14, 7, 12, 9, 13, 4 and 17 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 15 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 767 lb uplift at joint 11 and 852 lb uplift at joint 2. 11) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chard, nonconcurrent with any other live loads. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 'W gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Warning -Pines. thoroughly, ¢riwbe7-1ROOF ISInSLS111111Rj,GINIRAL111ASd(OBDRIgNSfR(DM(RIIUY[B)A(KNOWIED61RENrtoimVertlydnipep.1-111—d-dnotes Sheelb,lumose.Unknwiturseseared.0.lgD,oely MANUEL MARTINEZ, P.E. IO! It -ma., plot,, Ad be sled to, the IDD la, a.5d. A,.leou Win [agfoeer ri.q Splashy login I, &e..I on oq TDD,eprtuNsan....plans, of the prol-ionoI teginemky,espansnilily for It, design.Ifht bogie lem,depided an lb, TDD anly,undn ill L The design osionspli-, loadng..&file,, seifebililyoad me of lhisTruss lotany Wding it the responsibility Owner, the Daents oolhaehedalert or the Buddies D,,igner, in meftei d the l[(,the 11C.the laud huddmg code and M-1. The apprmnt.1A, TOD sad any fieW me of 6,Twst, insl4ol tcuu&g, sforep,imi.Da4on and bulldog, be the #041182 d�Tr ! respmUayafibaBuddrngDesign,,and(.nleada.ADaolmsetndinit,TODaadtheprn.fire,andguidegnesoftitBuildingCompoundSolelykkreealnn(1161)publiAidbyTHoneSECAarerefennadfirgenemlgoidaoro.W1,114firt,theresponsibilitiesanddutiesoftheTrussDasigoonTe.etDesigntigintarand Ipe19(hgrltDn[ir. u„ MnnuhMrer,.nl-ahe %defend bya(on0udogreedapoois..Bung by all peel., InaaNed. The lem, Design login is NOT the Building Defgnn or lease Syrlen Engineer for any buildieg.All Upimhaed testa, or detmed in iPl�l. [opyrigh1©2015 Ad Reuf Twtses-MonuelModiee; Pi. Repwdu,fion of 1hi, dawned, is any Imm, is pmhihifed v06 nitlen perminioe hcm A l Ruoff as,,,-Maoued Aartnea, P.f. Orlando, Ft 3283T Job Truss Truss Type Qty Ply Std Pac/6812 EL B A0586b62 62808 A14 Half Hip 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:40:44 2015 Page 1 ID:FJM?bXpxJBWbWBogQIIIUfzJdIJ-MBfQgJ6gJxaZvzjsGFaOaCubG93njRhmQ1 TxfSyYVsn 71-4-12 4� 0 8 11-4 15� 2 22-3-8 29 17_ _ � 35-11-4 41 460 4SS 6413 6116 7-2-15 6413 5x10 = 4.00 F12 Dead Load Dell. = 9/16 in 3x4 = 3x4 = 3x8 MT20HS= 3x6 = 3x4 11 A 7 a o 10 22 23 16 24 15 14 25 26 13 27 12 28 29 511 x6 5x12 11 3x8 — 3x8 MT20HS= 3x4 = 3x4 = 3x8 MT20HS=— LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.98 Vert(LL) -0.44 12-14 >974 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert( I-) -1.05 12-14 >411 240 MT20HS 187/143 BC LL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(rL) 0.19 11 n/a n/a BC DL 10.0 Code FBC2014rrPI2007 (Matrix-S) Weight: 187 Ib FT = O% LUMBER - TOP CHORD 2x4 SP M 30 `Except' T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 2-3-0 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 6-16, 9-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) 11 = 1609/Mechanical 2 = 1710/04-12 (min. 0-2-0) Max Horz 2 = 228(LC 6) Max Uplift 11 = -763(LC 6) 2 = -857(LC 6) Max Grav 11 = 1609(LC 1) 2 = 171O(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-656/418, 3-4=-2962/2492, 4-5=-3135/2554, 5-6=-2985/2528, 6-7=-3885/3149, 7-8=-2784/2199, 8-9=-2784/2199 BOT CHORD 2-22=-1615/1478, 2-23=-2460/2669, 16-23=-2460/2669, 16-24=-3223/3856, 15-24=-3223/3856, 14-15=-3223/3856, 14-25=-3084/3693, 25-26=-3084/3693, 13-26=-3084/3693,13-27=-3084/3693, 12-27=-3084/3693,12-28=-1904/2312, BOT CHORD 2-22=-1615/1478, 2-23=-2460/2669, 16-23=-2460/2669, 16-24=-3223/3856, 15-24=-3223/3856, 14-15=-3223/3856, 14-25=-3084/3693, 25-26=-3084/3693, 13-26=-3084/3693, 13-27=-3084/3693, 12-27=-3084/3693, 12-28=-1904/2312, 28-29=-1904/2312, 11-29=-1904/2312 WEBS 4-16=-109/462, 5-16=-272/547, 6-16=-1 108/811, 7-14=82/346, 7-12=1119/1089, 9-12=-603/966, 9-11=2630/2178 NOES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s) 1, 5, 8, 10, 11, 2, 2, 16, 4, 6, 14, 7, 12, 9 and 13 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) atjoint(s) 15 checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 763 lb uplift at joint 11 and 857 lb uplift at joint 2. 11) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2 gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Wenieg- Please thoroughly"Vie.Th,41 Roof TRUSSES (`SMLTRtiCENTRAL TERMSAMOTHERS (DSIOMIR(Iffiljl(RNOW111)(WirImm. rmify design poromelers cod rood notes on this fruit Design OrcringODD) cod the MonuelM Whom, I,[. Wonenrz them before ... unless a hmrise shed emthe ADD, only �With romntm plot ... bell b-om1forlhe TDD lobe mfid. 0.w Lou Dnigo[ngioeer(i.r, Spesiollr Engineer),thneal unary lDD reproudsan oneplonre o0he proiessionol enginemirgaspar.%5ilityfortF:edesign efthe single Truss d<pitled cnlM1e fDD eniy, under ipbl. The design ossumptnos, loading rmdilioµ MANUEL MARTINEZ, P.E. surd,bilityooil us, of this Do. I., ory Bolding I,Th,respomibility of the Ormas. the Ornm'rrutho,inedeg.nt or the Buildirg Designo, in the notal of the OIL The IBC. the hied buading W. red TEN. The approval tithe TOD and ony field me of the Truss, indading hondring, sloroge,i.slolloNon od broeiny%boll be the #047182 ,mir Wity ON. Imlcmg Dulpmered(oatrenor. AD mbssefaut is the lODad Mr pmcfees and goldeinesoffie Building(ompoom Solely lchnn ian?(Sil piliked by lPi and SECAmerife,evict for Seemed giidenre. TP4l defines the respoosibiliflu.4 dories afib, Luss Desig-, fmss Design Engineer end jOO19 (horltoq (ir. LessMmcfernmar, oales%otherHsa defied bye(mbmtof dopna I. stfagby.11pm6es immld. The Loss amigo[.give,, is NOT the luldng Ouigne, or Loss System Engineer for my building. ID CWI,Nrod terns me as desned in TPIA. Copyrighl® 2015 AJ Roof Term--11-1 Alodim," P.R. Bepradurfian c1 This dommeot, in nor Imo, is prohibited rith nitfen permi ,ion from A -I Roof I .ses-Mn... I Wince, P.E. OTIMndo, R 32832 Job Truss Truss Type Qty Ply Pac/6812 EL B 62808 A15 Half Hip Girder 1 2 �Std A0586063 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:40:47 2015 Page 1 ID:FJM?bXpxJBWbW8ogQlllUfzJdIJ-njLYJK8ibsy8mRSQxN75CrWSSM6 woYC7?ibGnyYvsk 1 4 1 3 1-0 6 11-4 12-8 8 111 4-0 24 5 8 30-2-0 35 11� 1 3-1-0 3-10 5 5-9-4 5-7-8 6-1-8 5-8-8 5 9 4 1.5x4 II Dead Load Defl. =13/16 in 37 1.5x4II2 3x4 5x8 - 4 3 1 39 3820 40 19 41 42 43 18 174445 46 16 4748 49 50 51 15 14 52 53 54 13 55 56 57 12 58 1.5x4 11 3x4 = 5x10 II 5x10 MT20HS WB= 2x4 II 4x8 = 4x8 = 5x6 11 3x8 = 5x8 WB= 3-1-0 6 11-4 12 8 8 , 184 0 , 24-5.8 30-2-0 , 35-11-4 �' 3-1 -5 5-9� 5 7 8 6-1-8 5 8-0 5 9� Plate Offsets (X Y)- [2:0-8-5 0-0-2] r5:0-5-4 0-2-8] rl0:0-2-4 0-1-81[12: Edge, 0-3-81,[13:0-3-8,0-2-0],[15:0-1-12 0-'2-01,[18:0-2-12,0-1-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.75 15-16 >570 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -1.23 15-16 >348 240 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr NO WB 0.91 Horz(TL) 0.19 12 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight: 413 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* B1: 2x4 SP M 31, 132: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* W4,W7: 2x4 SP No.2 OTHERS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 2-0-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-5 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-9-5 oc bracing. REACTIONS. (lb/size) 12 = 4402/Mechanical 2 = 3819/0-3-14 (min. 0-1-9) Max Horz 2 = 187(LC 4) Max Uplift 12 = -2480(LC 4) 2 = -2201(LC 4) Max Grav 12 = 4402(LC 1) 2 = 3819(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1257/672, 34=6369/3607, 4-5=-8348/4764, 5-26=11888/6766, 26-27=-1188816766, 6-27=-11888/6766, 6-28=-11888/6766, 28-29=-11888/6766, 7-29=-11888/6766, 7-30=-12608f7023, 30-31=-1260817023, 8-31=-12608f7023, 8-9=-12608f7023, 9-32=-12608/7023, 32-33=-12608f7023, 33-34=12608f7O23, 10-34=-12608f7023, 10-35=7164/4019, 35-36=-7164/4019,36-37=-7164/4019, 11-37=-7164/4019,11-12=-4238/2515 BOT CHORD 2-38=1880/3100, 2-39=-3341/5712, 20-39=-3341 /5712, 2040=-3341 /5712, 19-40=-3341/5712,19-41=-4569/7916, BOT CHORD 2-38=1880/3100, 2-39=-3341/5712, 20-39=-3341/5712,20-40=-3341/5712, 19-40=-3341/5712, 19-41=-4569/7916, 41-42=-4569/7916, 42-43=-4569/7916, 18-43=-4569/7916, 17-18=-8110/14449, 17-44=-8113/14451, 44-45=8112/14453, 45-46=-8112/14453, 16-46=-8111/14455, 16-47=-8110/14449, 47-48=-8110/14449, 48-49=-8110/14449, 49-50=-8110/14449, 50-51=-8110/14449, 15-51=8110/14449, 15-52=4012f7165, 14-52=-4014/7161, 14-53=4019f7164,53-54=4019f7164, 13-54=-4019/7164 WEBS 4-20=-672/425, 4-1 9=-1 387/2485, 5-19=352/387, 5-18=2513/4556, 6-18=854f775, 7-18=-2958/1549, 7-16=-561/1484, 7-15=2044/1207, 9-15=695/605, 10-15=-3383/6132, 10-13=-3705/2354, 11-13=-4509/8038 NOTES- 1) 2-ply truss to be connected together with 12d (0.131 "x3.25") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc clinched. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc clinched, 2x6 - 2 rows staggered at 0-9-0 oc clinched. Webs connected as follows: 2x4 -1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=l7omph (3-second gust) Vasd=132mph; HVHZ; TCDL=5:0psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.25 plate grip DOL=1.25 5) Provide adequate drainage to prevent water 6) All plates are MT20 plates unless otherwise indicated. 7) Plate(s) atjoint(s) 1, 5, 8, 11, 12, 2, 2, 4, 20, 19, 18, 6, 16, 7, 9, 15, 10, 13 and 14 checked for a plus or minus 0 degree rotation about its center. 8) Plate(s) atjoint(s) 17 checked for a plus or minus 3 degree rotation about its center. 9) Concentrated loads from layout are not present in Load Case(s): #101 1 st Moving Load; #201 2nd Moving Load; #301 3rd Moving Load; #401 4th Moving Load; #501 5th Moving Load; #601 6th Moving Load; #701 7th Moving Load; #801 8th Moving Load; #901 9th Moving Load; #1001 1 Oth Moving Load; #1101 11th Moving Load; #1201 12th Moving Load; #1301 13th Moving Load; #1401 14th Moving Load; #1501 15th Moving Load; #1601 16th Moving Load; #1701 17th Moving Load. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * 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. 12) Refer to girder(s) for truss to truss connections. 13) Provide metal plate or equivalent at bearing(s) 12 to support reaction shown. 14) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2480 lb uplift at joint 12 and 2201 lb uplift at joint 2. 15) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 16) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. (;onllnuea on page z lrmoiog-Nerve l6oro.pbty ¢viewlNe I I ROOF Sf(S('f[IIRj,GpEPR(IFPWd(OYDIIIOgS(JSIOM(Y rgN[Ijl(gID'h7F06fMENPfoim yuitydetigopmomelers andrmiWlms ot6erriu doled oe roe 100, oely MANUEL MARiINEZ, P.E. (Nleh mmerlar ploles sM1oB b<ned t.r Me lOD la be eo0d. As o imss Design [ogm¢r (in, Spedolry Fngiamb Me seal an.ey IDD repmutdwn."eplanre of the pminsimol ngineniegrtsp.asailiry In Itedesge elCe single has depicted en INNDD eey, Dodo R41. The deign _Ftioo"In ing medifion, �,ohbilily end use.1this Dun to, .1 holding is ldaesponelwily of the 0reo,lb, O.neiseVlho,h.d.1col or the 967dieg Dedgou, ie the ooelen el the lt4tbe IK the lad huNog code nod T114. Th. gpee.I nlthe TDD and ony field- of[be N%iododar F.ondgig, slorcp,inh0ofi6n end W6.1,sholl be the #041182 I rnpmsibdifyotl}aB.ildingDesignerendCeMredor.AOnotesteteNiolheiODondthepmefiemaodgcideDenolMeruilding[omponenlSolerylotormoliao(b[SgpublichedhytPiaadSBGoreeeletenudbrg<nerelirAdenee.IPl4#11-lheresronaAifiatonddutieso(ebalmss0esigaer,TmssOesign(egineerond I0019(horlton(ir. 1- Mo. -lodurer, oeless olh-he Mud by. (onhnl eland upon io neiegby.11 poi 4.0nd. The Bun Deign Fogin-is N01 the Building Onignei or Loss Syslen Engineer toe my building. All (epiOnd Ions me os de6n d he TPI.1. Cophight©2015 A.I[.oflram-M.-I Medion, P1. Beprodulioe.1 this do t,i. ony lmn,hp.hibiled•ilb nil(ee pernissie. hen A-1 goal Tro n-W-1 Moctfnn, P.I. OTIOOd0, FL 3T832 Job Truss Truss Type Qtv Pac/6812 EL B 62808 A15 Half Hip Girder 1 �Ply 2 �Std A0586063 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 30 08:40:47 2015 Page 2 ID:FJM?bXpxJBWbVWogQlllUfzJdIJ-njLYJK8ibsy8mRSQxN75CrWBSM6 woYC7?ibGnyYVsk NOTES- 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 234 lb down and 308 lb up at 6-11-4, 149 lb down and 177 lb up at 9-0-0, 149 lb down and 177 lb up at' 11-0-0, 149 lb down and 177 lb up at 13-0-0. 149 lb down and 177 lb up at 15-0-0, 149 lb down and 177 lb up at 17-0-0, 149 lb down and 177 lb up at 19-0-0, 149 lb down and 177 lb up at 21-9-0, 149 lb down and 177 lb up at 25-5-8, 149 lb down and 177 lb up at 27-5-8, 149 lb down and 177 lb up at 29-5-8, 149 lb down and 177 lb up at 31-5-8, and 149 lb down and 177 lb up at 33-5-8, and 149 lb down and 177 lb up at 35-5-8 on top chord, and 315 lb down and 123 lb up at 6-11-4, 93 lb down at 9-0-0, 93 lb down at 11-0-0, 93 lb down at 13-0-0, 93 lb down at 15-0-0, 93 lb down at 17-0-0, 93 lb down at 19-0-0, 930 lb down and 493 lb up at 19-9-0, 93 lb down at 21-9-0, 930 lb down and 493 lb up at 23-5-8, 93 lb down at 25-5-8, 93 lb down at 27-5-8, 93 lb down at 29-5-8, 93 lb down at 31-5-8, and 93 lb down at 33-5-8, and 93 lb down at 35-5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-70, 5-11=-70, 12-22=20 Concentrated Loads (lb) Vert: 5=-234(F) 19=270(F) 18=-46(F) 6=149(F) 26=-149(F) 27=149(F) 28=-149(F) 29=149(F) 30=-149(F) 31=149(1`) 32=-149(F) 33=149(F) 34=-149(F) 35=-149(F) 36=-149(F) 37=-149(F) 41=-46(F) 43=46(F) 44=-46(F) 46=46(F) 47=-46(F) 48=-930(F) 50=-46(F) 51=930(F) 52=-46(F) 53=46(F) 54=-46(F) 55=46(F) 57=-46(F) 58=46(F) Woming-Pkmelives tylevierthe 'A.) ROOF t1aSST5(Snllgj,GENlRAI TFRM38(ODDInONS(RIDHFP('BUTnjA(OIOWI[afdNCNr Imes. Yudy des'gvpa'amelenaodreodaan oo mis It DedgaBia.kg(1DD( and the Almedamdwp P.I. rderes Mass beta,,au.Oak,, ot5ererise Vessel onthe TBD, ends, AMANUEL AIARTINE2, P.E. AOrd oneedm ptssrsshd be eud toe the TUB To be mbd As.Tiuv Onignreg',n t6,s (,, Sparsity Fegiaoal,eat aAnet, TOO upsseotao inuplao,a ATI6e psalluiod egins'iegmspen,mTly 1.n,des'ryndfinsbgl,Trmadapiakda. the TOO only, end,, TPTl. The design my leering senddiow, mBcHlilyaed ass ofnisTross lm my Budding is the mspmrMityofthe Bows, the Omees mthotisd agent at the Building Baipeu, in the a,sent of the Kthe TIC the reselllWag ads end UP. IT, ppaiddib,TDD and any field eta at the Tests, indn61 hondBng, stage,Snsid,in mA 6adel, sbfl be the #047182 respaesi6dity at The Wfiing Bedgwr adCwhastm. At not, set no in the TOO end the pmfiu, and geiddses al He Building Sakry labeende(CISQ publichad by TPl and SB(A ore rehtenmd kr giants? IXI defines the m,pnesmBisies and Met at the Ties, On Design login- ad 10019 (hothDn (ir. buss Ywukderes, anleu an -la, defend by a(anbest.5 dsPa. a.'Nang by all pestles tnwlved. The Tmss Design legioeer is NOT the Building 06ges,aTias, Sydem Engineer in, my bsildiag. All Capitsh d let., nee as defiwd to TPTI. Copyright©2015 A4 Near Tn-,-Mamd9oniec,, P.E. Repmdudien o1 this dammed, in any Imes, is prohibiled.ith.titlen permk,b,, Lam A-S Real Twos- Mutant Bmf es, P.E. Orlando, 4 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B 62808 A15C Half Hip Girder 1 3 A0586064 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:40:49 2015 Page 1 I D: FJ M?bXpxJB Wb W8ogQ l l I UfzJd I J-j6SJjOAz7UCsOkcp3o9ZHGbbpAgbOh_VaJ B i KfyYVsi i14-1� 31-0 6-11-4 11-11-3 17-1-12 21-6-4 25-10-12 311-4 35-114 1 3-1-0 3 10 5 4 11-15 52-9 4 4 8 4 4 8 4 10 8 5 2-0 4.00 f 12 5x8 = I I 4x8 Dead Load Defl. = 7/8 in 4x8 = 71 5dQ(8 i�9 II 11 L4x110 L i11 35 1, III 811Meg PC i � ro-ow 19 23 22 21 19 187x14 MT20H8=2x4 I I 8x14 = 14 13 12 3x6 II 36 37 38 20 39 40 41 42 43 49 50 51 52 53 3x6 II 54 3x8 = 3x4 = 3x8 MT20HS= 2x4 11 2x4 11 4x12 - 410 = 5-2-0 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 0.42 Vert(LL) 0.84 16-17 >508 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(fL) -1.37 16-17 >312 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(rL) 0.38 12 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) Weight: 718 lb FT = 0% LUMBER - TOP CHORD 2x6 SP 240OF 2.0E `Except` T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* 133: 2x4 SP M 30, B4: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* W8,W7,W11: 2x4 SP No.2 W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12 = 4395/Mechanical 23 = 3850/04-12 (min. 0-1-8) Max Horz 23 = 162(LC 4) Max Uplift 12 = -2469(LC 4) 23 = -2227(LC 4) Max Grav 12 = 4395(LC 1) 23 = 3850(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6116/3427, 34=-8082/4611, 4-25=11719/6656, 25-26=-11721/6658, 5-26=11726/6660, 5-27=-22551/12691, 27-28=-22551/12691, 6-28=22551112691, 6-29=23294/13090, 7-29=-23294/13090, 7-8=-19174/10692, 8-30=19174/10692, 9-30=19174/10692, 9-31 =-1 8434/10294, 31-32=-18434/10294,10-32=-18434/10294, 10-33=-6687/3738, 33-34=-6687/3738, 34-35=-6687/3738, 11-35=-6687/3738, 11-12=4262/2508, 2-23=3743/2195 BOT CHORD 23-36=-343/394, 22-36=-343/394, 22-37=-3333/5736, 21-37=-3333/5736, 21-38=439217628,38-39=4392f7628, BOT CHORD 23-36=-343/394, 22-36=-343/394, 22-37=-3333/5736, 21-37=-3333/5736, 21-38=-4392/7628, 38-39=4392/7628, 20-39=439217628,20-40=4392f7628, 19-40=439217628, 19-41=-725/1334, 41-42=-725/1334,42-43=725/1334, 18-43=-725/1334, 17-18=0/280, 6-17=336/375, 17-44=13327/23945, 44-45=-13327/23945, 16-45=-13327/23946, 16-46=-13327/23945, 46-47=-13327/23945, 47-48=-13327/23945, 15-48=-13327/23945, 9-15=-304/297, 14-49=-515/961,49-50=-515/961, 50-51=-515/961, 13-51=-515/961 WEBS 3-22=1548/940, 3-21=1195/2151, 4-21=-419/388,4-19=-2667/4839, 5-19=-4880/2995, 17-19=6107/10696, 5-17=6371/11431, 7-17=754/297, 7-16=-856/1772, 7-15=5101 /2816, 13-15=-3334/5923, 10-15=-6971/12490, 10-13=-5233/3197, 11-13=-4303f7682, 2-22=3141 /5560 NOTES- 1) 3-ply truss to be connected together with 12d (0.131"x3.25r) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.25 plate grip DOL=1.25 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) Plate(s) atjoint(s) 1, 4, 8, 11, 12, 23, 20, 18, 6, 9, 14, 3, 22, 21, 19, 5, 17, 16, 7, 10, 13 and 2 checked for a plus or minus 0 degree rotation about its center. 8) Plate(s) at joint(s) 15 checked for a plus or minus 2 degree rotation about its center. 9) Concentrated loads from layout are not present in Load Case(s): #101 1st Moving Load; #201 2nd Moving Load; #301 3rd Moving Load; #401 4th Moving Load; #501 5th Moving Load; #601 6th Moving Load; #701 7th Moving Load; #801 8th Moving Load; #901 9th Moving Load; #1001 1 Oth Moving Load; #1101 11th Moving Load; #1201 12th Moving Load; #1301 13th Moving Load; #1401 14th Moving Load; #1501 15th Moving Load; #1601 16th Moving Load; #1701 17th Moving Load. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) ' 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. 12) Refer to girder(s) for truss to truss connections. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2469 lb uplift at joint 12 and 2227 Ib uplift at joint 23. 14) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 15) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Continued on page z blaming-Plcoutloroogblymrinlhe-l-I ROOFItNS[SlY@IEIj,G[NIHAII(R45R(ONOIIIONS(9110ME1j'BUYnjA(I(HONI[g6lFIFNf'laimgertlydesignpoiamelenaadmodnolgonmis(eass0edgo0rariapQOg)mdlheManualYarlinayPi.leferenttiheelhe(meuu.Onleuot6eraserMedon�afgg,oney MANORMARTINEZ/ P.E. �YifeR mneedoi plolo ehol be uud for the 100 to he cold. Ara (con O<eigo @ginam r.e, Spedolly [ngineu):Ihe eeol o0 ooy1DD mpmunle oo aueplonm o(tM1e pmlessianol eogin<nug mpoas�ilily for IAe design o1Ne angle Lusidephled en the IDD only, ande, IPId. The design anumptroea,loading raaditioes, sa0oldhryond aseal lM1isLue for ony ru0dingir lha mtipami4Tiry olthe0mer.@e0.neisemhorimdageolar the RoiWirg Onigna,ia the motexl al lM1a 114@e llClhe laolhuddiop rode aadTPl-L@eopproroldthe iDDand any,fieldmeol lFeSmu,imludiny Fond R,gstomge,iarta0plian and hmring, rho0 he the #041132 resp.dita(1he 9-Ar Wgn-dCoenadol. lR mica ssleul ialba 100 and the pmNms and gridehoesolHa RaitdmgCompoaent Solery lnformafiaa(D(SQpohhrhed brTPlmd SelAm mfemondforgenar 1pidenr Widebeadrere.pomNiinaadM-f1b.-T Peilgnr,Tm Oaign@giortrond 0019 (hoClton CiC. lmsa YaeakMmhao!eumhnd+a de0oed 6ya(anhmtaemedapanismhm9hyd1pm04eneo1d.@eLan Onign Engineer ie NOT it. U&S Oeugner ar I SynemEngineerfaroey bdldag. 10 Updf,Gmd lemtare oehR,d67PI1. Cnppight®2015 b1 Rol T.-,-Mandel Mmtinee, PT. Reprodwion al thin dammed, in any loan, is pmhihiled •ilh mift pumierioa Bom A-1 Roof T-ae-Monoel M.dinel, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply Pac/6812 EL B 62808 A15C Half Hip Girder 1 3 �Std A0586064 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:40:49 2015 Page 2 ID:FJ M?bXpxJBWbMogQlllUfzJdIJ-j6SJj0Az7UCsOkcp3o9ZHGbbpAgbOh_VaJBiKfyYVsi NOTES- 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 234 lb down and 308 lb up at 6-11-4, 149 lb down and 177 lb up at 9-0-0, 149 lb down and 177 lb up at 11-0-0, 149 lb down and 177 lb up at 13-0-0, 149 lb down and 177 lb up at 15-0-0, 149 lb down and 177 lb up at 17-0-0, 11 lb down and 43 lb up at 19-0-0, 11 lb down and 43 lb up at 21-9-0, 11 lb down and 43 lb up at 25-5-8, 149 lb down and 177 lb up at 27-5-8, 149 lb down and 177 lb up at 29-5-8, 149 lb down and 177 lb up at 31-5-8, and 149 lb down and 177 lb up at 33-5-8, and 149 lb down and 177 lb up at 35-5-8 on top chord, and 315 lb down and 123 lb up at 6-11-4, 93 Ib down at 9-0-0, 93 lb down at 11-0-0, 93 Ib down at 13-0-0, 93 lb down at 15-0-0, 93 lb down at 17-0-0, 188 lb down and 112 lb up at 19-0-0, 938 lb down and 495 lb up at 19-9-13, 188 Ib down and 112 lb up at 21-9-0, 938 lb down and 495 lb up at 23-4-11, 188 lb down and 112 lb up at 25-5-8, 93 Ib down at 27-5-8, 93 lb down at 29-5-8, 93 lb down at 31-5-8, and 93 lb down at 33-5-8, and 93 lb down at 35-5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-2=-70, 2-4=-70, 4-11=-70, 18-23=-20, 15-17=-20, 12-14=-20 Concentrated Loads (lb) Vert: 4=-234(B) 18=-46(B) 6=149(B) 21=270(B) 16=-188(B) 7=-11(B) 25=149(B) 26=-149(B) 27=-149(B) 28=-149(B) 29=11(B) 30=-11(B) 31=-149(B) 32=149(13) 33=149(B) 34=-149(B) 35=-149(B) 38=-46(B) 40=-46(B) 41=-46(B) 43=-46(B) 44=-188(B) 45=938(B) 46=938(B) 48=-188(B) 49=-46(B) 51=-46(B) 52=-46(B) 53=-46(B) 54=-46(B) wambg-Phme theroughly,eviwWA-1 ROOF ltM[SrA[Ell,cooltAITIMamtDlnoNSCISIOIaRrtul'[RjuANO1NiNDFNCNrform Ptrifydtsignparnne,lerraad tat notes onmis trust Deagngra.iagODDl and the Nautelmaruner,Pt.refer-Shal htfaroute. wknotureiee tooted onfh,TDD,ody MANUEL MARTINEZ, P.E. QEl' h roneerbr plelm shot br mod e, ite DID la be mrd. As o Tmu Oetigp [agioeer(it, Spedalty fngmeal,de -I on neylDO relerserd. oo mreptameof 1h, pefndonal Begin visgrespam bility im IEe hsga a1Me sngh Gmsdepided co (he 1D0 only, anti,, TPI-I. She dmign osss®ptioos,laorwg tooGfion,bilily and use of lhisTtuss for ay eu0dingis the,Vornibdity oflhe Ova,,tilt0-,, authorized Denl orlhe Bu0dirg Designer, in the owned d Poe IK6,lrC.lholocadW.&lad, not TPi-I.Th, pp,.,,I tithe TOD end ay field use ofaeTrue,iudArItrudling,stomge,inMOebon end b,,duj, shop 6Rrt #D4%182 oev3diry alike 6piiting Oesignaraod{oahedoi. AD nnhssetout in the TOD end the prorfint and gnidehnesolthe Bui�ngCompo'ed Way lnf-eiea PISQpublished bylPI and SBIAte'A'amdto, gmnalguidente.TPl-I define Me,,,peso,@ilithf and du&f of tha imss Wsigaer,Tmn Design Fogineer and IDDI9 (horltDn Cir. s Yardecturet, unless otheml,e defined by.Conhodagreed upon in.,6tg by oil podler L Iced. Th,Gus, Design fegineer is NOT the Building Design,, or but, Stan. ingineerfor aey building. All tooldimd terns are us defined in TPI I. , ' 6pyrighl©2015A-IRaa(Tm,tot- Runnel 4adioee, PEReprodmlionofthis dommaet,ioour Setm,i, prohibited rDhniaenpmuri,sionfit. A-IRoof Trusser -1A. elandener,PA. Orlando, FL32832 Job Truss Truss Type Qty Pac/6812 EL B 62808 B01 Half Hip Girder 1 �Ply 3 �Std l A0586065 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 30 08:40:50 2015 Page 1 I D:FJM?bXpxJBWbWBogQlllUfzJdIJ-BIOhxM BbunKjduA?cWhogT8fya8r790epzxFs5yYVsh ,-1-4-12, 3-10-13 7-11-0 12-2-8 16-8-8 21-2-8 6x6 5:� 1.5x4 11 46 = Dead Load Deft. = 1/4 in 1.5x4 II 2 1 61 B2 21 22 23 24 12 25 26 27 28 29 3031 32 33 34 35 e 13 i1 10 9 8 7x10 11 3x6 11 7x10 MT20HS= 5x8 11 8x8 = WO MT20HS1I 4x8 II 3 10-13 7-11-0 , 12-2-8 16 8 8,' 21-2 8 3-10-13 4-0-3 4 3 8 4-M 4 6 0 Plate Offsets (X Y)-- [3:04-0 0-2-41 [4:0-1-8 0-1-8] [5:0-1-12 0-2-0] [7:0-2-8 0-1-12] [8:Edge,0-3-8][9:0-1-8,0-5-8],[10:0-54,0-1-121,[11:0-640-1-121 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.78 Vert(LL) 0.22 11-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.38 11-13 >663 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) I Weight: 501 Ib FT = O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x8 SP No.1 WEBS 2x4 SP No.3 *Except* W6: 2x4 SP No.2 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-11-14 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8 = 10242/0-7-4 (min.0-4-0) 2 = 7499/0-7-4 (min.0-2-15) Max Harz 2 = 330(LC 5) Max Uplift 8 = -4912(LC 4) 2 = -3902(LC 4) Max Grav 8 = 10242(LC 1) 2 = 7499(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-1 8=721/433, 2-2=-6082/3095, 2-3=-6210/3188, 3-4=-16922/8684, 4-5=-12046/6054, 5-6=8113/4050, 6-7=-8113/4050, 7-8=-8749/4313 BOT CHORD 2-21=6577/12674,2-22=6577/12674, 13-22=-6577/12674, 13-23=6622/12766, 23-24=-6622/12766,12-24=-6622/12766, 11 -12--6622/12766, 11-25=8221/16042, 25-26=-8221/16042, 26-27=-8221/16042, 27-28=-8221/16042, 10-28=-8221/16042, 10-29=-5816/11600, 29-30=-5816/11600, 30-31=-5816/11600, 31-32=5816/11600, 9-32=-5816/11600 WEBS 3-13=-1618/853, 3-11=-1792/3647, WEBS 3-13=-1618/853, 3-11=1792/3647, 4-11=-2462/4550, 4-10=-5753/3225, 5-10=-3606f7100, 5-9=-5011/2648, 6-9=-306/282,7-9=-5752/11776 NOTES- 1) Special connection required to distribute bottom chord loads equally between all plies. 2) 3-ply truss to be connected together with 12d (0.131'W.25") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 4 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 3) All loads are considered equally applied to all plies, I except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or 1 (B), unless otherwise indicated. 4) Unbalanced roof live [bads have been considered for this design. 5) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) Plates checked for a plus or minus 0 degree rotation about its center. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4912 lb uplift at joint 8 and 3902 lb uplift at joint 2. 12) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 13) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4382 lb down and 2490 lb up at 7-0-13, 1589 lb down and 773 lb up at 9-0-0, 1589 lb down and 777 lb up at 11-0-0, 1589 lb down and 783 lb up at 13-0-0, 1591 lb down and 752 lb up at 15-0-0, 1593 lb down and 738 Ile up at 16-1-0, and 1715 lb down and 776 lb up at 17-11-0, and 1700 lb down and 726 lb up at 19-11-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-70, 5-7=-70, 8-15=-20 Concentrated Loads (lb) Vert: 12=-4382(B) 26=-1589(B) 28=1589(B) 29=-1589(B) 31=-1591(B) 32=-1593(B) 33=-1715(B) 35=-1700(B) Warning -Pfeasethereoghiyreview the 'AdROOF IRJ55[S('S[(IIYj,g[XfPagTEPRS6CONDItIORSNSIgMEP('BlnFg1A(Ig10Y71fDtfNENPIorm.MifyMigopmametesand readnotesorthisTruss Design Dining POD) od0etldnuelbkdiaes,P1.M-ruShedhim,ase.UnImsetherisestaledantheND,anIV MANUEIMARTINEZ,P.E. MireB tanvemn pldm sM1aO beusedfarthe T0Dhbe rid. AsoTrwm Designgoglneer(.r.,Spesiahy Engineer), the ual onany ND mprenems an aeaplonse o(Ihe prolessianal eoginemie9 op.mitllilyfarX:e design oft.,siigle Tmsddepided an the SOD only, wder TPI.1.The design ossvmplim" leading rardilmis, �suitability and use of Ibis➢un for any legding is the"spamihility a the owner,IF,Ovaeis tuthmiud aged of the Mid' 0migne6 in the remind of the Of, the 164the laid Wolfing aide and M.S. The apparel iftbeTOO and any field use of0,Twit, indedng hondOng, sIwrap, imiallatian and boring, shall be the #047182 ! snsposibdityatthehil6ingDesignerandCaehorlm.ADnmeuetadintheTOOandthepmrn., adgeideheesofthehildingCompmentSaferylnfimmohan(BCSI)PublishedbylP1endSOCAmerehmnsedSirgeneralgideme.SPHhfinestherespoasibiliflu ad daresafSbatmssDesigner,fr..MignEngineeroad 10019(horlfonCir. T,a,, Mandmturm, aoiess mhmwfm defined bya ConhmtaI. ad apm, in w,hirghy all pmf,, I-I.d. The Lm,Deslgn Engineer is NOT the Building Oesignn orlmss System Engineer for any beild,N AD CopOdhed terms me as defined NTPI 1. Capydghf©2015 A-1 PaafTmssee-Mnnuel Martinet, P.E.Neprodmiioe of this domnreaf, in any lmer, is prohibited with smitten permission barn A-i goof Tmsses-Marital Martine; P.E. _ Orlando, Ft 32832 Job Truss Truss Type Qty Ply Pac/6812 EL B A0586066 62808 B02 Roof Special 3 1 �Std Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:40:50 2015 Page 1 I D:FJM?bXpxJB WbW8ogQlllUfzJdIJ-BIOhxMBbunKjduA?cWhogT8faa8Z71hepzxFs5yYVsh —1112 t 2-7-4 5-7-3 , 10-7-4 15-7-4 , 18-7-4 I 21-2-8 1� 12 2-7 4 3 0 0 5-0-1 5-0-0 2-11-15 2-7-4 4x6 = 4.00 F12 3x4 3 1.5x4 II W1 1 / 2x4 II 20 13 21 12 11 22 16 18 15 1.5x4 11 3x8 = 3x8 MT2OHS= 3x6 II 1.5x4 II 10-7-4 Dead Load DeB. = 3/16 in A 3x4 5 W1 v 10 23 11, 1.5x4 11 8 3x4 11 25a 7 1.5x4 11 3x6 II 4x8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.80 Vert(LL) 0.15 12-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.2812-13 >904 240 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.37 Horz(fL) 0.14 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 104 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except* 133: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 16 = 1052/0-74 (min. 0-1-8) 7 = 929/0-74 (min. 0-1-8) Max Horz 16 = 66(LC 8) Max Uplift 16 = -526(LC 6) 7 = -389(LC 7) Max Grav 16 = 1052(LC 1) 7 = 929(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2116/1853,34=-1517/1393, 4-5=-1517/1393, 5-6=-2148/1866, 2-16=1041/1088, 6-7=-926/856 BOTCHORD 2-19=-1519/1842, 14-19=-1519/1842, 14-20=-1693/1946, 13-20=-1693/1946, 13-21 =-1 693/1946, 12-21 =-1 693/1946, 11 -1 2=-1 706/1978, 11-22=-1706/1978, 10-22=-1706/1978, 10-23=-1706/1978, 9-23=1706/1978, 9-24=-1510/1811, 6-24=-1510/1811 WEBS 4-12=446/575, 5-12=-669/662, 5-10=0/269, 3-12=-635/648, 3-13=0/261 WEBS 4-12=445/575, 5-12=-669/662, 5-10=0/269, 3-12=635/648, 3-13=0/261 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 526 lb uplift at joint 16 and 389 lb uplift at joint 7. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'a%" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard blaming -Please thoroughly reviewihe'A-1ROOF TIOSSa(Mhill,GINERALIIRNSA(ONDInOAS(JSIDMERCBIJ'([RIA(RMOWI[DGIMENT'Imm.k4desigrie.—ahr—d—dantesor. This tmssOnipnOrawiop(IOD)cndtheMonuelMofion,Pl.Iefam-Sheethim—se.UnImeterari-aurdonth,TOD,only MANUELMARTINEI P.E. �Abled d mnaor pfntn shag be osed for the Fall Is be ralid. As or.. Dsrigo Cagiaeer (e., SpedoltyEngmcu),Asnot an aoyTDO "Preseds oa ¢rapt... oelhe Crolexionol eogineetiegrnpoas3ilihy Is, it.,desigr. of H:e ungh Lets depitkd co Re IDD only, under IPI-1. The design munnpli- landing eondifion, soilabirayanduse of this lrux for any Budding is the respomibiiny dthe Darer, The DwnAathobodagand orbs Building Desipner, in the mnhxt of the Rothe Rothe lard building mdo aN ad TP, The approval ofthe TOD and any field use of the Truss, indeding handling, storage, installofive and betting, shoil be the #047182 a raspoosibBNY aftha Auilding Dasfpner ondCoaNadot. ABnot.-todiothe TODandthepisdimsand guideboesol the Building (omponenl Salefyhkrmolion (R(51)Published by TPi and SBGare retmenmdlor general gaideem.[PH defines thempaoshTNesand dunes of the Truss DeugeerTans Design Engineer and 10819 (horltan (ir. Lux Anefodurey antes, .ideas' defined bya (enhmtog,.1 opon in "Itiaghy It Dustier Lnvegaed. The Lux DauSe Engineer i,NOT the Building Designer or fears Sydam engineer for any building. An Copitdimd terns use as defied in IN-1. Capyright© 2015 Ad Roof Trusses• Manuel Madiner, P.E. Reprodurnoe of this d-ea'at, in any form, is prohibited with vision permission from Ad Roof Trusses• Manuel Madineo, P.E. Orlando, FL 32837 Job, Truss Truss Type Oty MY Std Pac/6812 EL B A0586067 62808 B03 Hip 1 1 ' Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:40:51 2015 Page 1 ID:FJM?bXpxJB WbW8oggill UfzJdIJ-fUa38iCDf5SaF21CADC1 Nhgr8zwsomol dgpPYyYVsg 1� 12 2-7� 5-0-15 8-11 4 12-3� 11 8 18-7-4 21-2-8 1-0-12 2-74 2-5 12 3 10 5 3� 0 3-10 4 2-5-11 2-7 4 4x8 = 4x4 = Dead Load Defl. = 3/16 in 3x6 11 1.5x4 11 1.5x4 11 3x6 11 4x8 LOADING'(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014lrP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' B3: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 17 = 1052/0-7-4 (min. 0-1-8) 8 = 929/0-7-4 (min. 0-1-8) Max Harz 17 = 54(LC 8) Max Uplift 17 = -540(LC 6) 8 = -402(LC 7) Max Grav 17 = 1052(LC 1) 8 = 929(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2126/1832,3-4=-1679/1500, 4-5=-1 563/1488, 5-6=-1 710/1525, 6-7=-2163/1848, 2-17=1040/1071, 7-8=-924/841 BOT CHORD 2-20=-1527/1868, 15-20=-1527/1868, 15-21=-1680/1959,14-21=-1680/1959, 14-22=-1680/1959, 13-22=-1680/1959, 13-23=-1233/1564,12-23=-1233/1564, 12-24=-1696/1995, 11-24=-1696/1995, 11 -25=-1 696/1995, 10-25=-1696/1995, 10-26=-1523/1841, 7-26=-1523/1841 WEBS 3-13=497/497, 4-13=-178/376, iSiCltifed(_I CSI. DEFL. in (loc) I/deft L/d TC 0.75 Vert(LL) 0.1513-14 >999 360 BC 0.69 Vert(TL) -0.2513-14 >996 240 WB 0.19 Horz(fL) 0.14 8 n/a n/a (Matrix-S) WEBS 3-13=497/497, 4-13=178/376 5-12=191/304, 6-12=-494/497 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL :1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 540 lb uplift at joint 17 and 402 lb uplift at joint 8. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 'W gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 109 lb FT = 0% W-mg-Pleosethorougdymvin the'/-1 gD0r 1191f[S(-S[IIgIj,D[bC(g rgPkid(UtlDI110ASC'R1DYF@('DIIf[ijA(CNOglF06gYfHP lmm hrifyda'ryopamnsete-edeeaI ud,s oo Isis gnse getign D-bg ODD) und the Rtused Yonim,Pl. Ideream Sheet hhre use. lEless at5errise stored on Ma TOD,aety MANUEL MARTINEZ, P.E. �SO Id manueder pId steal he used for The TOO to he ruhd.Isu No Design ingmea(Le, spedultyhou,n), the sedanoeyTDO np—dsoe anepame orshe pmindmdeegmeetiogrnp nibifily T.A,design.1A, single Onsdepidedeu IkIDD euly,underTP61. The design osuamp17-,laod'esg rondbiaa, ssinldily and use of lhisTsu,,b, say Budding is the rnpu.lwiyohge0'eer, IN Clued's oddizedaI'd or the BagdiegOnignu,isA.meleA of the 116 the lBClhe loud huddmg uh and M.I. The opprorut.111,TOD W isy field use of the Tmn, WA.,g hmedfmg,sromye, imsuhguis ud hmsiog, shop he the #047182 rnpoeu"h&ry alike Wdimg DedgnerondCordmenom. Al aohstel outhrho IDDend lho@sorgra and gaidegaesollie Buildiag[ompenem solery ldomewlioa(hI51; po51ished 6y lPl md�G me:etemomdlmgmerel gaidenue. IPFl dafimst6e aspaes6'dilies and dNin dlheiron Oedguer,Guu Oedgn Eegimer and 100 19 0011100 Or. imss Yaeuhnures, uden olMmdse defieM 6ya (eotrun ogued upon iu nnsng hydlpmt;n ter<dred. The Tsms Sedge legheer is NOT the Building Deugner ar lsauSyssen rn3il-61 any hn1619. ACep idued 1—s aie us Maud is IN 1. Copysighf© 2015 Ad Budlmssa-Mun d ISudi-, Pf. gepmdudieu d this dammed, ie any Imes, is pmhihiled 0h.69. permiuioa frees A-1 goal Trusses - Yunuel lh&-, P.I. Orlando, R 32832 Job Truss Truss Type City Ply Std Pac/6812 EL B A0586068 62808 B04 Hip Girder 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT. PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MITeK Industries, Inc. Wed Sep 3U 08:4U:51 ZU15 51MVIS 'bGIG 1.5x4 II 4x4 = Dead Load Dell. = 9/16 in 17 ��._..,.__..r „ 9 3x6 11 1.5x4 11 2x4 11 3x6 11 4x8 = 21-2.8 NY Y 1g16 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 0.80 Vert(LL) 0.44 12-14 >563 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -0.80 12-14 >310 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.39 Horz(rL) 0.21 9 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 106 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2: 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except` B3: 2x4 SP No.3, B2: 2x4 SP M 31 B4: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-4-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 17 = 1917/0-7-4 (min. 0-2-4) 9 = 1796/0-7-4 (min.0-2-2) Max Horz 17 = 39(LC 6) Max Uplift 17 = -1091(LC 4) 9 = -953(LC 5) Max Grav 17 = 1917(LC 1) 9 = 1796(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4643/2517, 3-4=-4494/2432, 4-19=-4318/2367, 5-19=-4318/2367, 5-20=-4340/2390, 6-20=4340/2390, 6-7=4517/2454, 7-8=4673/2535, 2-17=-1923/1123, 8-9=1810/993 BOT CHORD 2-22=-2229/4159, 15-22=2229/4159, 15-23=-2345/4327, 14-23=-2345/4327, 14-24=-2583/4759, 24-25=-2583/4759, 13-25=-2583/4759, 12-13=-2583/4759, 12-26=-2359/4357, 11-26=-2359/4357, 11-27=-2215/4120, 8-27=2215/4120 BOT CHORD 2-22=2229/4159, 15-22=2229/4159, 15-23=-2345/4327, 14-23=-2345/4327, 14-24=-2583/4759, 24-25=-2583/4759, 13-25=-2583/4759, 12-13=-2583/4759, 12-26=-2359/4357, 11-26=-2359/4357, 11-27=-2215/4120, 8-27=2215/4120 WEBS 3-14=184/262, 4-14=468/1014, 6-12=469/1022, 7-12=-196/268, 5-14=607/453, 5-12=-586/437 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf,- BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Concentrated loads from layout are not present in Load Case(s): #101 1 st Moving Load; #201 2nd Moving Load; #301 3rd Moving Load; #401 4th Moving Load; #501 5th Moving Load; #601 6th Moving Load; #701 7th Moving Load; #801 Elth Moving Load; #901 9th Moving Load; #1001 1 Oth Moving Load; #1101 11th Moving Load. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1091 lb uplift at joint 17 and 953 lb uplift at joint 9. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 91 lb down and 140 lb up at 6-11-4, 132 lb down and 132 lb up at 9-0-0, 132 lb down and 132 lb up at 10-7-4, and 132 lb down and 132 lb up at 12-2-8, and 91 lb down and 140 lb up at 14-34 on top chord, and 471 lb down and 262 lb up at 6-114, 96 lb down and 18 lb up at 9-0-0, 96 lb down and 18 lb up at 10-7-4, and 96 lb down and 18 lb up at 12-2-8, and 471 lb down and 262 lb up at 14-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25- , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=70, 2-4=-70, 4-6=-70, 6-8=-70, 16-17=-20, 11-15=-20, 9-10=20 _ Concentrated Loads (lb) Vert: 4=91(F) 6=91(F) 13=70(F) 14=-471(F) 12=471(F) 5=-132(F) 19=-132(F) 20=-132(F) 24=70(F) 25=-70(F) Warming -rhmethorawy, levies, the 'A-1ROOF tlN5tsrM11111CNIPALTOM& CONDITIONS (OSTON4rl'NNrLgjA(t!NDWLEDGIMINT'W.Verlydm'ryep-meetmaodeeadnoteoatbistressDetigaDmriapnOD)mdmetlonuelYurtiaet,Pl.letnenmllrzetbehroose.@iknoeberrisestmdoolEeiDD,mdy MANUEIMARTINEI,P.E. �Mild mvrtstm pl:lm sfial be osnd for Ibe ND to be mod. AsaLon Design [.pincer (e,Spedahy(ngiveaJ,tbnmlmmary IDD reprzunfsam maptomre a(Na prolessinool enginmiagasposmiG¢ Im tF.<desiga elite smyle LmxdepNed en the 1DD enFy, odder IP6I, the desi� ess>mptfoas, bading<muNon, Isailobili!yaedaseoltNsLoxtormnyguDdingLlhemspamibSdyollhearmr.IM1eOeneiwo16aiitedogealartM1aluudsyDnignn,blhesoateddlM1ellLthellC.thaladbud&agtodemmdlPl-I, The apprmoledthe TODmedemy&Ideseolthe Ttax,tmLndngh.d!1g,sbmge,iestall .andbotmr,AMbethe #047182 rcspasldity of lha laNding Designer aodCoatrmtor. AD vo@ssetautmtha ND end the prmbm and geideboesolthe BailSmgCompomeot Snlety lalornatiaa(8(Sl; pmblisbed 6y 1P1 and SBG me eermemredhr gennelgridame.IPI-I dehnmtNerespamkDitNsmd dallof mOh: Loss DnsigmeyTross Desigm Engineer and 10019(horlton(IF. Lax YavutnMmr, an!ms olherdse defined 6y o (antrox oereed span io rill g hyaOpmfin InoLd. The Los Design Ingiaeer is NOT the luldeg Mips, ar Loss Sysleminginem tar any b0d.:g AD 1.01,lired terns me ms defined he 1PId. Copyright®2DIS A -I goofs--Monoel AlmtioeA,Pi. geprod.dion o1 this domoent, is any Imo, is p bihited srthwriaen permission ham A-1 lan(T.,.,- Mandel Mortinm, P.E. Orlando, FL 32837 Job Truss Truss Type Qty Ply Std Pac/6812 EL B 62808 B05 Half Hip Girder 1 _AS `� A0586069 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 1-4-12, 3-10-13 7-11-0 Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:40:52 2015 Page 1 I D: FJM? bX pxJ B Wb W8ogQ I II UfzJ d IJ-7h8RM 2CrQ Pa RtCKO kwj Gvu D3eNmzb4JxG HO Mx—yYVsf 6x6 1.5x4 II 4x6 = Dead Load Defl. = 1/4 in 6X10 11 3x6 11 7x10 MT20HS= 5x8 II 6x8 = 5x10 MT20HSII 4x8 II 3-1013 7-11 0 12-2-8 16-4-e zo 6-8 3-10 13 4 0 3 4 3 8 4 2-OI 4-2-0 Plate Offsets (X Y)— [2:0-6-5 0-3-12] [5.0-1-8 0-1-81 [6:0-1-12 0-2-0] [8:0-2-12 0-1-12] [9:0-6-4 0-2-8] [10:0-1-12,0-3-8] [11:0-5-0,0-1-12] [12:0-6-4,0-1-12] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.20 12-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.35 12-14 >695 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight: 492 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 'Except' T2: 2x4 SP No.2 BOT CHORD 2x8 SP No.1 'Except' 132: 2x8 SP No.2 WEBS 2x4 SP No.3 `Except' We: 2x6 SP No.2, W7: 2x4 SP No.2 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-9-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9 = 10564/0-7-4 (min. 04-2) 2 = 7104/0-7-4 (min. 0-2-13) Max Horz 2 = 330(LC 5) Max Uplift 9 = -5062(LC 4) 2 = -3710(LC 4) Max Grav 9 = 10564(LC 1) 2 = 7104(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-19=-754/448, 2-2=6207/3162, 2-3=-5784/2967,3-4=-12562/6480, 4-5=-15930/8192,5-6=-10877/5487, 6-7=-7137/3592, 7-8=-7137/3592, 8-9=-8432/4179 BOT CHORD 2-22=-6048/11588, 2-23=-6048/11588, 14-23=-6048/11588, 14-24=6048/11588, 13-24=-6048/11588, 13-25=6048/11588, 12-25=-6048/11588, 12-26=7773/15127, 26-27=-7773/15127, 27-28=-7773/15127, 11-28=-7773/15127, 11-29=5273/10479, 29-30=-5273/10479, 30-31=5273/10479, 10-31=-5273/10479 BOT CHORD 2-22=-6048/11588, 2-23=-6048/11588, 14-23=-6048/11588, 14-24=6048/11588, 13-24=-6048/11588, 13-25=-6048/11588, 12-25=-6048/11588, 12-26=7773/15127, 26-27=-7773/15127, 27-28=-7773/15127, 11-28=-7773/15127, 11-29=5273/10479, 29-30=-5273/10479, 30-31=5273/10479, 10-31=-5273/10479 WEBS 4-14=-1784/937,4-12=-1928/3901, 5-12=-2485/4620, 5-11=-5999/3338, 6-11=-3497/6883, 6-10=-5004/2625, 7-1 0=-252/253, 8-1 0=-5331/10842 NOTES- 1) Special connection required to distribute bottom chord loads equally between all plies. 2) 3-ply truss to be connected together with 12d (0.13111x3.25") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-6-0 oc. Bottom chords connected as follows: 2x8 - 4 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 7-10 2x4 - 2 rows staggered at 0-7-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5062 lb uplift at joint 9 and 3710 lb uplift at joint 2. 11) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4375 lb down and 2479 Ib up at 7-1-10, 1589 lb down and 773 lb up at 9-0-0, 1589 lb down and 777 lb up at 11-0-0, 1589 lb down and 783 lb up at 13-0-0, 1591 lb down and 752 lb up at 15-0-0, 1593 lb down and 738 lb up at 16-1-0, and 1717 lb down and 775 lb up at 17-11-0, and 1700 lb down and 726 lb up at 19-11-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plt) Vert: 1-6=-70, 6-8=-70, 9-16=20 Concentrated Loads (Ib) Vert: 10=-1593(F) 25=-4375(F) 26=-1589(F) 28=-1 589(F) 29=-1 589(F) 31=-I591(F)32=-1717(F) 34=1700(F) Stoning. Pro asethoroughly reviwbe'AI foot flussr51'salill,GINnAI 11115tl(ORDIIIOAS(OSIOMFt I`BUY[R1A(glONISOtIMENI'losm. ynitydesignian—Ier,and n,ad notes on this irons BedgnOrariegPOD) road the Manuel Naei-,M. tolerator She at before use. 0nin,ath—isestateds,11,1Oe,aoly 'MANUEL MAATINEI, P.E. AOfeA ronoede, plot,, shag be used far the T➢D to be rulid. As a Lon Design logineerI.e., Spetialty Engineer), the seal oa say Too «presrnts as vaeprome of the professional engineering tespor,lility, for Me design .1 If., single is. idepid,d ea the Igo only, wdo, fill1. The design ossumpli'a"leading tondioass, saitoMlityaad a,, of thisTsuns far any Bulding is the responsibility of the Oener,the Orner's emhnired agent., the Bai'Aieg Designs., in the,utaut of the IRC, the IKAre later building rude redTPhl. The apparel of the Too and onVfield use of the Trust, buludint handing, sioroge, installation and losing, shall be the #047182 I neritru,sibirfly I Ih goiloingDasiparandCoercin.ANnotessetautinlhe100andthepar6nstadguidehnesoftheBeildingComponentSalaryMaturation1861)FablishedbVVIAndSBCAatesefnenodI.,geneselpidenre.TPHdoSnosthe asp-Wigmand does or tic Trust knaeer,LussWin Fnginw ad 10019(hollton(ir. TrusA-1.threr, unlen ethnrlo defioMbyn(anhntagee0 span io nbng by all AneWd. The Los,Berlin Engineer 1, NOT the Ruilding DedgnermInnsSyrian Engineer for any baldog.AlICopimlired lernsnea, defined MPF1. Capysighl© 2015 A-i Roof Tosses • Menuel Aladi-, P.F. Reprad olion of this dammeof, in any farm, is prohibited pith mitten perminion IT. A-1 Roof Trusses • Manuel Maditer, P.F. Orlando, Ft 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B A0586070 62808 B06 Roof Special 3 1 Job Reference (optional) Al KUUr- I L<usbtb, t-UK I rltt<ct, f-L. 14t$410, aesign(anruss.com 4.00 F12 3x4 3 1.5x4 11 W1 B3 ini 1 / 1 20 13 16n 18 15 2x4 I 1.5x4 11 3x6 11 1.5x4 11 Kun: d.oau s uu1 za zui n vnnu y.osu s .Iu1 za zu Ia ml I ex 4x6 = 4 3x4 5 Inc. vveu oep ou uo:4(Aao zu l a rage T J MvaleEVS6mBvn9EKfb4Vw9vTQyYVs( T7§54- Dead Load DeO. = 3/16 in u v 21 12 11 22 10 23 0 3x8 = 3x8 MT20HS= 1.5x4 11 8 3x4 II 25e7n 1.5x4 11 3x6 11 4x8 5-2-12 10-3-4 15-3-12 17-11-4 20 fib 2-1-4 2-7-7 5-0-8 5-0-8 2-7-7 2-7-4 Plate Offsets (X,Y)— [14:0-2-0,0-1-01 LOADING (pst) 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) 0.14 12-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.27 12-13 >901 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.36 Horz(TL) 0.13 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 101 Ib FT = O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except* B3: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except` W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 16 = 1022/0-7-4 (min. 0-1-8) 7 = 899/0-7-4 (min. 0-1-8) Max Horz 16 = 64(LC 8) Max Uplift 16 = -514(LC 6) 7 = -376(LC 7) Max Grav 16 = 1022(LC 1) 7 = 899(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2051/1801, 3-4=-1474/1348, 4-5=-1474/1348,5-6=-2086/1814, 2-16=-1009/1057, 6-7=-893/826 BOT CHORD 2-19=-1505/1804, 14-19=-1505/1804, 14-20=1651/1889, 13-20=-1651/1889, 13-21=-1651/1889,12-21=-1651/1889, 11 -1 2=-1 665/1924, 11-22=-1665/1924, 10-22=-1665/1924,10-23=-1665/1924, 9-23=-1665/1924,9-24=-1497/1774, 6-24=-1497/1774 WEBS 4-12=404/540, 5-12=-651/643, 5-10=0/260, 3-12=-614/629, 3-13=0/252 WEBS 4-12=-404/540, 5-12=-651/643, 5-10=0/260, 3-12=-614/629, 3-13=0/252 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 514 lb uplift at joint 16 and 376 lb uplift at joint 7. 8) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'ha gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Woming-Pleosetheroaghty-4vi the'A-1 WEST rRUSS6(inla1, GENERAL IERMSA(OtlDiIIONS(!ISIOYER(•AUY[AjA(IDIOPfI[OGEAtENP laim. ywitydesign Ent—leuedreed notes tre is Iran RodinDaeimETPDD)and the Manuel NartietJ1. Eefeream Sheel before use. Wien otherrise stated aoMe IDD,00fy �IUfekmnoerin plolesshol be medfor The IDDlob—lid. Asaaoss Deriga(ngineer(.e, Speriollyfnginnr): Me seal onooy IDD represenlsao attplanm allM1e professienolenginee,irgrzspass3ililyhtlhe hsige oflFe single Uuss depitledenthe iOD only, undertP4l. Thedesign msnapfmos,laoding ronBNon, MANUEL MARTINEZ, P.E. sn0obilily onduse ollhisrmufor onp Bulding is lha mspami4rM of the OrneblM1e O.ner's aulhariead agemmtkeBuildirgDesigneSia lherootexl al the lAC, She nGthe fool buBding rode aedlPl-I. The aDProroldtheIDDandanylieldmenl lDe inss,imlad;ng hondlinysfomge, instaholion andbmrinyshall be the #041182 nspoosibDM otfhe Roilding Oedgneeand(oahaaor.AD notes at out in The IDD cad the Variant and gcideWesel6, Building Camel—m Safety lolormalioa(11611 published by IN and SB(A are W mr,dfo,geoeralgaidente. IN definesthe sesiomibilitlm and duties o11he Inn Design Design Engineer and 10019 Charlton CiE. imss Yoaukc,urn, unless athe,dn defend by Who aeued upon is eriNng by all pmhes I Ind. Therangeslgnleffin isN31 the Railr5ag Designe, at huss 5yslenin3ineer for may baddfag All Capialiud Terms are as defend 1o11PN. (apyright9T01f A -I Roaf Unsses-Manuel Morliaen, P.E. AeproduAion oHhis dammeat, in nny farm, is p�ohihited arah.,Men permission fiam Ad Amf Imsses• lSonuel6SoAarer, P.E Orlando, FL 32832 ,Y Job Truss Truss Type OtY Std Pac/6812 EL B A0586071 62808 B07 Hip 1 [19' 1 ; Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 4.00 12 Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MITeK Industries, Inc. wed Sep 30 08:4U:54 2015 ID:FJM?bXpxJBWbW8og6lilUfzJdIJ-43GCnjE5yOg96WUnrLlk JIMfBXH38MEkavT 8-114 11-74 15-5-9 r 17-114 r 20-6-5 , 4x8 = 4x4 = Dead Load Defl. = 1 /8 in 3x6 11 1.5x4 11 1.5x4 11 3x6 11 4x8 c LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except` 133: 2x4 SP No.3 WEBS 2x4 SP No.3 'Except' W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 18 = 1022/0-7-4 (min. 0-1-8) 8 = 899/0-7-4 (min. 0-1-8) Max Horz 18 = 54(LC 8) Max Uplift 18 = -525(LC 6) 8 = -387(LC 7) Max Grav 18 = 1022(LC 1) 8 = 899(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2043/1766,3-4=-1586/1427, 4-5=-1478/1416, 5-6=-1590/1429, 6-7=-2080/1781, 2-18=1009/1047, 7-8=-894/817 BOTCHORD 2-21=1467/1791, 16-21 =1 467/1791, 16-22=-1618/1880, 15-22=-1618/1880, 15-23=-1618/1880, 14-23=-1618/1880, 14-24=-1163/1474,13-24=-1163/1474, 12-13=-1633/1917,12-25=-1633/1917, 11-25=-1633/1917,11-26=-1633/1917, 10-26=-1633/1917,10-27=-1461/1764, 7-27=1461/1764 WEBS 3-14=-505/506,4-14=-187/369, 3-10-4 2-M 3-10-5 CSI. DEFL. in (loc) I/deft L/d TC 0.73 Vert(LL) 0.1414-15 >999 360 BC 0.68 Vert(TL) -0.2414-15 >999 240 WB 0.20 Horz(fL) 0.13 8 n/a n/a (Matrix-S) WEBS 3-14=505/506,4-14=-187/369, 5-13=-1901283, 6-13=-520/521 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 525 lb uplift at joint 18 and 387 lb uplift at joint 8. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112' gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard 17-11-4 PLATES GRIP MT20 244/190 Weight: 107 lb FT = 0% Waining-Please thoroughly review the 'A ROOF IRUSS[SrS[ttnI, GORRAIIIRASA(ON DITIONS(USIOMIRrfinR1 AnOlOW1[DGIMINP form Verity design pmamelers aid read pots on this crass Design DreviagODDland the Mont el Martinez, ?S.Referents Sheet before use. Unless othereise stored ..the TOD, only MANUEl AeaneedEdABTINEZ, P.E. Amid u pl. Ad be used tot the IUD la be valid.As NT,.. Basile Engineer i.a, Spesiolty FngiseerJ,fbeseol on toy TOO r,p,e,,dsoeorreptame of the professional eiglnenirg possibility tar It., of the single Truss depicted ea the FIND only, under TPl-I. The design-ampf s, loading madition, u!sibitily ad use of this ➢unbar .1folding I,the s,Vaabi14 of the Users. the O+Vs aulhmiead ages? or the leildirg 1169ty, in them i,el of the IRS,the Mr. the laid Ru2ding rude aid IP4l.Th. oppuvafarthe IDD aidonr field me of the Truss, iodudng hedgiing,storage, iesfogogan and bmring,sFall k the #041182 sesPaetbdry olthe AaUthng Diugaeraad(onnedar. Al notestetout intNe IDD cod the pmNnsand guidebnesol Me AoildiogCompanaol iafefylaformohoa(B[51}poSlisM1ed by lPl sad SDUme n[neeudfat general goldenre.IPl-I deli the strip Winter and duties o[the Truss Deugner,Ttdss Design[aginee and 10019 Charlton (i[. Tmss Yvai[vnurer, mless aotM s defined by (otherto5ued spas is vriNag byaUp.Nes Iavaned. The Trost Design lips a is NOT the A riding Designer ar Trossdysfe.fngNeer far aoy beiNng. AO Copimfued tns ore or ddaed in IPI 1. Copyright® 2015 Ad Roof Ties- - Manuel Mndim, P.F. Reprududian o1 this diastases, fa any [arm, is p ibibited rith adder permission fee. A-1 Roof Imsces-Mutual Marlines, H. 6fI00d0, Fl 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B A058ti072 62808 B08 Hip Girder 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, desfgn((Daltruss.com AvA — Run: 1.630 S JUI 28201b Print: 1.630 S JUI 28 2015 MI I eK InaustneS, Inc..vve0 Sep 3U 06:40:b4 2U1b 3-4-0 3-4-0 2-6-15 1-9-1 au Lien. = -I1Z in Us 11 1.5x4 11 5x8 = 2.4 I I ' � I 3x6 11 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.42 12-14 >571 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(Q -0.75 12-14 >321 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(TL) 0.20 9 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 103 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 -Except` T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B3: 2x4 SP No.3, B2: 2x4 SP M 31 B4: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-5-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 17 = 1941/0-7-4 (min. 0-2-5) 9 = 1818/0-7-4 (min.0-2-2) Max Horz 17 = 39(LC 6) Max Uplift 17 = -1105(LC 4) 9 = -960(LC 5) Max Grav 17 = 1941(LC 1) 9 = 1818(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4712/2559, 34=-4561/2475, 4-19=4382/2408, 5-19=-4382/2408, 5-20=4398/2408, 6-20=-4398/2408, 6-7=-4577/2473, 7-8=-4735/2555, 2-17=-1948/1138, 8-9=1832/999 BOTCHORD 2-22=2267/4223, 15-22=-2267/4223, 15-23=-2384/4392, 14-23=-2384/4392, 14-24=-2576/4786, 24-25=-2576/4786, 25-26=-2576/4786,13-26=-2576/4786, 12-13=-2576/4786, 12-27=-2378/4416, 11-27=-2378/4416, 11-28=-2233/4179, BOT CHORD 2-22=2267/4223, 15-22=2267/4223, 15-23=-2384/4392, 14-23=-2384/4392, 14-24=-2576/4786,24-25=-2576/4786, 25-26=-2576/4786, 13-26=-2576/4786, 12-13=-2576/4786, 12-27=-2378/4416, 11-27=-2378/4416, 11-28=-2233/4179, 8-28=-2233/4179 WEBS 4-14=-482/1040, 5-14=-576/430, 5-12=-531/413, 6-12=481/1045, 3-14=-190/264,7-12=-202/270 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed - end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage, to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Concentrated loads from layout are not present in Load Case(s): #101 1st Moving Load; #201 2nd Moving Load; #301 3rd Moving Load; #401 4th Moving Load; #501 5th Moving Load; #601 6th Moving Load; #701 7th Moving Load; #801 8th Moving Load; #901 9th Moving Load; #1001 1 Oth Moving Load; #1101 11th Moving Load. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1105 lb uplift at joint 17 and 960 lb uplift at joint 9. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 101 lb down and 146 lb up at 6-11-4, 143 lb down and 138 lb up at 9-0-0, 143 lb down and 138 lb up at 10-3-4, and 143 lb down and 138 lb up at 11-6-8, and 158 lb down and 146 lb up at 13-7-4 on top chord, and 481 lb down and 264 lb up at 6-114, 104 lb down and 20 lb up at 9-0-0, 104 lb down and 20 lb up at 10-3-4, and 104 lb down and 20 lb up at 11-6-8, and 481 lb down and 264 lb up at 13-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25- Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=70, 2-4=-70, 4-6=-70, 6-8=-70, 16-17=20, 11-15=20, 9-10=20 Concentrated Loads (lb) Vert: 4=101(B) 6=-101(B) 14=-481(B) 5=-143(B) 12=481(B) 19=143(B) 20=-143(B) 24=-81(B) 25=81(B) 26=-81(B) Wmniag-PleaseM«osghty renerMe'61 100t TRUSSISM111JUNIR11T(PYS6[OPDIiIONi(OS(OMSq'BOrUjA(140RM1[g61YENPform. Yuily duipnpmomelerwod uad nmesoa Ibis i«u 0esiyn Dm.iag0DDfwd 1h,Nnudllwiu4 PL refers Shm Idw,... ales oderdusuled on lCa TDD, only MANUEL MARTINET, P.E. �15IeN unaetlu plalnshoBbeu«dfos Ne IDOla beeaNd. Asahms Dnige Evgioerr(.e, Spedaity[ngwea}the seal 000ryIDDrepreuNs an m«pmmeurlhepmlessiovoleay'mmieg«spvmai6tylor@elesigc oSlterayleUmsdepided nn Sbe lgD anFj,wder tpl-LtAe ded�ossumptione,Iw6ngsmGfian, sa0ob1i1yaoduwaltbisiross for wyru by is the mspamibidy dibu 0e ,,lhe 0.Asmbmi«doI,d er th. Bmldiag Designnb in lbemadsf of the 114 the 110, lmal hN.9 rode cud IM]. TheappmealoltGelODond onyfield me oltFerruss,imlad pr Fand6ngshrcye,ieshlhfion o�bucmP, sha06e the #047182 «spoeslbdiry ohte Pail�ng Dadgneraad tomador. AB muetelaN bibs lODend lM pmdiu%and gidebnes.11he Mkhg(ompaneat Snlery hfmmafian(e6Q po51ished by IF! and SR(A an reimeomdfargenemlgsidema. Desigur, Imv oesign nsinu,A 10019(horlion Or, Iron Yacotarurer„nnleu atNendse defined bya (snbad seued.poo is nMng by a0pmfiednrahed. The hms Oesign Ingineer is NOT Ibe Bulldhg assigner m Tu. SyOeu Engmem for ay br3ldfag. N UpAblind Immp ore ss debned h TPI.). 6np gbf®2015A-1hufTmaee-Nanue1M.Qn,PI.Repmd.aionofthis dommem,inanyfrom,isprohibitedrSlhrriNenpermissivehum A -I PoolTmsus-Ysnuelkluinar,P.E. Orlando, EL32832 Job Truss Truss Type QtY Ply Pac/6812 EL B62808 B09 Hip Girder 1 1 ��td A0586073 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 4x8 = Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:40:55 2015 Page 1 ID:FJM?bXpxJB WbWBogQlllUfzJdIJ-YGpa_3FkjKy0kf3zP3GzXXrV7bpwoalNyEeOYJyYVsc ead Load Defl. = 1/4 in 1.5x4 11 3x4 = 4x12 II 4x12 II 4-1-12 8-0-12 12-2.8 4-1-12 3-11-0 4-1-12 Plate Offsets (X,Y)— [1:0-3-8,Edgel, [3:0-5-4,0-2-0], [6:0-8-9,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.18 7-8 >801 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.36 7-8 >402 240 BCLL 0.0 Rep Stress [nor NO WB 0.28 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 61 lb FT = O% LUMBER - TOP CHORD 2x4 SP M 31 'Except* T2: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3, SLIDER Left 2x8 SP No.2 2-0-0, Right 2x8 SP No.2 2-0-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-10 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-2-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1673/0-7-4 (min.0-2-0) 6 = 166310-7-4 (min.0-1-15) Max Horz 1 = 32(LC 6) Max Uplift 1 = -690(LC 6) 6 = -687(LC 7) Max Grav 1 = 1673(LC 1) 6 = 1663(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=438/160, 2-3=-2347/1047, 3-21=2152/989, 21-22=-2152/989, 22-23=-2152/989, 4-23=-2152/989, 4-5=-2332/1042, 5-6=-434/159 BOT CHORD 1-9=-933/2118, 1-24=-933/2118, 24-25=-933/2118, 8-25=-933/2118, 8-26=-940/2167, 26-27=-940/2167, 27-28=-940/2167,7-28=-940/2167, 7-29=897/2104, 29-30=-897/2104, 6-30=-897/2104 WEBS 3-8=-105/742, 4-7=-110/727 WEBS 3-8=-105f742,4-7=-110/727 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.0psf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Concentrated loads from layout are not present in Load Case(s): #101 1 st Moving Load; #201 2nd Moving Load; #301 3rd Moving Load; #401 4th Moving Load; #501 5th Moving Load; #601 6th Moving Load; #701 7th Moving Load; #801 8th Moving Load; #901 9th Moving Load; #1001 10th Moving Load; #1101 11th Moving Load; #1201 12th Moving Load; #1301 13th Moving Load; #1401 14th Moving Load; #1501 15th Moving Load. 6) This truss has been designed for a 10.0 psf bottom, chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.0psf 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 690 lb uplift at joint 1 and 687 lb uplift at joint 6. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member' end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 lb up at 4-1-12, 41 lb down and 90 lb up at 5-0-0, 41 lb down and 90 lb up at 6-1-4, and 41 lb down and 90 lb up at 7-2-8, and 79 lb up at 8-0-12 on top chord, and 230 lb down and 60 lb up at 0-10-0, 325 lb down and 94 lb up at 2-10-0, 24 lb down and 2 lb up at 4-1-12, 325 lb down and 94 lb up at 4-10-0, 37 lb down at 5-0-0, 325 lb down and 94 lb up at 6-1-4, 37 lb down at 6-1-4, 37 lb down at 7-2-8, 325 lb down and 94 lb up at 7-4-8, 24 lb down and 2 lb up at 8-0-12, and 325 lb down and 94 lb up at 9-4-8, and 230 lb down and 60 lb up at 114-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 4-6=-70, 9-15=20 Concentrated Loads (lb) Vert: 3=13(B) 4=13(B) 8=0(B) 7=-0(B) 13=-230(F) 19=230(F) 21=41(B) 22=41(B) 23=41(B) 25=325(F) 26=-343(F=-325, B=19) 27=343(F=325, B=-19) 28=-343(F=-325, B=-19) 29=325(F) blaming PlmsetborougAlymriealbe'61AOO(IBInS[Sr5(1SSNj,B[NSBA(IIBMSA(BdDIIIONS(USIOMSg('gDy[NjA(ANDNI[O6SAn!!rfonn.Peritydesignpmametereandmod,stetonthisfmnDesgnOrneiegRDDlendlAedo, and Wiest, PI. referentsfheelWaseme. Unlessoth-hestated onthe NO, only MANOELAtARTINEZ P.E. �IU11. temtdaiplat, shot beusedfor the ND fa be eofid. As a Loss Design Engineer fce Specially Inyinen), the mot as myTDOmpmseds ue aaeptenm of the profnsionol eogineninymponsLilily for Its deign el ThesingleL iss depided as the TOD only, unit,. TPAI. The design o anoptims,loading modili-, soBabillty and use of lbislmss for any pudding is the mspansibiliyof the Diner, the Items anthodssdegad or the Building Dnigdn, in the ante) d the n6 the IBC the Intel budding ads aidTP4l. The opp—I.1theTOO and any field as, I[beTrans,Wasiap bandHopioap, installation and betting, shop be the #041182 / respoesisdity of the BUlfiing Designerand(onredai. AD miss set out in TOD end This pretfims and gnidehms altle Buiding(ompamet Salary lnlorautim 061) pobbshed by and SBCA on W a,,dfargenealgridrnm. Wi defim, the,gmsibiffie, and duties fib, Tina lkdgm,, Russ Design Engineer and 1OO19 Charlton (ir. Tin, Bmuktmm, ones atMrdm defiled bye (mussy ogmed spas io.rarg by a Patties neafnd. The Tlns Design Eogmm, is NOT the Building Oedgnn ar I- Sluen Engineer ter my huM,g. All60f lud tare, on, as defined I. IPI.I. Copyrighl®7015 A -I tml Innses-Manuel gmfims,P.r.repmdusyion of this datuam,, is any In,a, is pnWhif,sl Db Nttm is—inioo hem bf Roof T.--Manuel Mwfim; P.E. I Orlando, Ft 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B AO586074 62808 CO1 Common 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:40:55 2015 U� 1.5: d 3x4 = 5x6 = 45-0 F.st:JEEEI Dead Load Deff. = 3/16 in .F N ' 6-10-12 8-2-4 Plate Offsets (X,Y)-- [6:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.25 6-7 >722 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.42 6-7 >427 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.39 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-S) Weight: 71 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 785/0-8-0 (min.0-1-8) 6 = 653/Mechanical Max Horz 2 = 196(LC 6) Max Uplift 2 = 410(LC 6) 6 = -260(LC 6) Max Grav 2 = 785(LC 1) 6 = 653(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1326/1148,3-4=-1153/1071 BOT CHORD 2-12=1102/1143, 2-13=-119111208, 7-13=1 191/1208, 7-14=-544/554, 6-14=544/554 WEBS 3-7=358/520, 4-7=-549/694, 4-6=-635/672 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf, BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 410 lb uplift at joint 2 and 260 lb uplift at joint 6. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'% gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard 11-mg-PI—ther.oghrymembe 11 ROOF TRUSS(S(ifllf➢ICINIp/nIPF36(OYDI110NS CJSIDN(Nf'BUT[rjA(1IlIDW([DG(NEH1'Ioim. Verih/detigopaiameteuood readonletm tlns Nott Detign DreeuDfiDDtcnd the tleouel tlottioee,Pt. Pegemore Sheer Eegore ou. Wened—iuumed.1b. TOD, Of MANNFI MA&TINEZ, P.E. �Nigel mn.edm plm... hd he a ,d gar the 1DD 1ebe e.hd. It a Lon Oesiga [aginmr (a, SpedaNy Engimmt%e uelanmylDD represedioe.neplanm elihe profetsienol eepinemirg msF.ai(ity 1. ru design e1th, -AST, Trms depidrd en the TOD enly,eeder T I -I. The dedgn ssampt6a, Io.diagemeFNan, ' wit.hility aad ux oltMsTmss gar my laddinS is lha mspnm31Dyd1he Deoer, IheOmer's oothorirzdagem cr Merw'dic;0etigner, is lha matemdlhe 114ihe lPCthe fad hu4diny code oed Rol. lie opp-1.1the TOD end my field use of the Twss, tatted el hond.imy skmye, utallekn and buini, sImU be the #04%182 mspo.dLdiry oflha leilcing 0edgner and Comredor. Alaotetsmam[The too cod lb.pmdira aed gaidefnes oltle RokiegCemp.oem Salery lctormotiaa(l(SlJ pohlishedhy TPiead SU(Aore eelerenradfor geeeml Vihere.INdefroes th, mtpaesEPA m and Met d the imst W9geer,I— gesign E.Riess, and 10019 (horlfon fir. Lou M.ederkmA,.el-el to ks defieed hyaUebwameed.pao is.ritieg by.I1parties1—Tmd.The Lmt 0evp lep—itNOT the luiKeg Onige., m Imst Sydem lnp— I. e.y Will,; AD(eptAned te- mdebeed 1.111-1. Copyright® 2015 A.I leof I,.m,-M.—I9er i-, F.E. Rep edudie. d AI, do—af, in any Tar., is prohibited with mitten pemission from Ad loot Imstet-Nonuel Nvtine., P.E. Orlando, Fl. 32032 Job Truss Truss Type Qty Ply Std Pac/6812 EL B A0586075 62808 CO2 Common 8 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com . -1-3-0 , 5-10-12 3x4 = Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 M11 ek Ir 4x6 = 14-5-3 Inc. Wed Sep 3U U8:40:56 2075 sMpe9zmoC3kOhl_BIX1 cXBuOz 20-8-0 Dead Load Defl. = 1/4 in 4x6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I%deft L/d PLATES GRIP TCLL 20.0 Plate Grip DO[ 1.25 TC 0.82 Vert(LL) -0.22 7-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.46 7-8 >536 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) Weight: 89 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B1: 2x4 SP M 30 WEBS 2x4 SP N0.3 OTHERS 2x4 SP N0.3 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 914/Mechanical 2 = 104110-8-0 (min. 0-1-8) Max Horz 2 = 112(LC 8) Max Uplift 6 = -381(LC 7) 2 = -509(LC 6) Max Grav 6 = 914(LC 1) 2 = 1041(LC 1) FORCES. (lb) Max- Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2068/1795,34=-1899/1726, 4-5=-1823/1665, 5-6=-1985/1729 BOT CHORD 2-16=133111517, 2-17=-1607/1907, 8-17=160711907, 8-1 8=-1 015/1299, 7-18=1015/1299, 7-19=-1536/1818, 6-19=-153611818 WEBS 4-7=428/579, 5-7=-306/440, 4-8=-503/655, 3-8=-340/473 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate; grip DOL=1.25 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10-0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 381 lb uplift at joint 6 and 509 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord; nonconcurrent with any other live loads. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/z gypsum sheetrock be applied directly tot the bottom chord. LOAD CASE(S) Standard Rrriog-Please IAoraughiy'.der the'A.1 ROOF IRUSSISrSR11R1, 691RAI TERNS A(011DIT10NS(US10AURrBUYE11 A(l!NOWICDGWINE'lo,.Vui!ydesignpmomele—dnod notes an mis tens Design Orneing(IDD)mdon Afonue!Gotlina,Pt. Retemnm Sheet Eeforeuse.Un!euot6errise limed on 1Ae 100,oary MANUEL MARTINEZ, P.E. 91eR mnnednpl,les shop be aced for IN, TDO!n b,ur.d. As n Goss 0esige fngin I."spkllyinginen),the mot ananyTDD npnttnls an anepl-a of the profafmd e,gineairgrnp uld ily tarNe dnigr. nichesingle T,,ss depided on the TOD only, wder TPI-1. the design euumpr-,loading sondilion, ��'it 1. n1 Mal —in, any Budding is the responsibility o116e 0r, the Omer; outharieedag,n1or16, Ioildirg Dnignq in the urtxf a11he11C, The IACih, ludh ilding sad,and TPl-I, Theappmlalth, TDD andnr' field use odihe buss, indudmg h 0ling,stooge, insfalAnard burring, shall b, the #047182 ' rnpouibdityallEaBuilding0etignerand(amrador.ADmmusMot in14-TODerdlh,produsandgeidehn—Ith.hilding[omponentWay Infmmotieo(861)publddbyINweSBCAnneal-nmdbmgenemlgnidenre, 10019(horltonCir. imm Yarulamrrcr, on!ns olbvvia defined 6y o (onhod oneed apoo in erinngfiy all pvrnes tavoLd. the imss 0e09n fngin a is NOT the Iuilding miignn ar Nor Sysi-fngmeee for nny bu[N.g. All Capitofn<d lems me as dehned IoTPI t. (opyeigbt©g015 A -I Beoftrusses-Manuel Aladioet, Pi. Reproduction of this dammeet, in any farm, is pmhibiled xUh mstten permissim finm A -I Rool Tmsses-1A.-l0od:nea, P.E. OfI0Od0, FL 3T832 Job Truss Truss Type Qty Ply Pac/6812 EL B A058ti076 t32808 CO3 Common 12 1 �Std Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 M1TeK Industries, Inc. wed Sep 3u u8AV55 Lu15 f 10-8-0 46 = 15-5-4 Dead Load Dell. = 1/4 in 5x4 11 Ira a 3x4 = ax4 = 3x0 — 3x4 = r7l_Ell LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.68 Vert(LL) -0.21 8-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(rL) -0.45 8-9 >567 240 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-S) Weight: 94 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' B1: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1053/0-8-0 (min. 0-1-8) 6 = 1053/0-8-0 (min. 0-1-8) Max Horz 2 = 91(LC 8) Max Uplift 2 = -513(LC 6) 6 = -513(LC 7) Max Grav 2 = 1053(LC 1) 6 = 1053(LC 1) FORCES. (lb) Max. Comp.IMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2101/1820, 34=1932/1750, 4-5=-1930/1750, 5-6=-2099/1819 BOT CHORD 2-18=1283/1543, 2-19=-1563/1939, 9-19=-1563/1939, 9-20=-982/1335, 8-20=982/1335, 8-21=-1570/1936, 6-21=-1570/1936, 6-22=-1239/1464 WEBS 4-8=498/648, 5-8=-341/474, 4-9=-498/650, 3-9=-341/475 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 513 lb uplift at joint 2 and 513 lb uplift at joint 6. 7) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and%" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard shooting -Pirosethor44review the T1ROOF IRDSSISrMHIj,GOORAIIIPMS6(0tl01116NSUSION1g(101181A(ANOriRFggFMFNtrtmmVuifydesipoporomeleuoodrendnotefooNrisGascknipD-ingODD) And the Manuel kniea,PErelerenmSheetNola,,use. Wkuwhorrnewed ontbeFDD,oalf MANUEIIdARTINEZ,P.E. �tlil<h mnaetlas plain sbd 6e nod for the lOObbe rogd. AsaLoa Design Lgneer(.e., SpetioNPEegnen), t6neol oo owyTOO.;,—dsovonttame of the pmfessienal,epineesingenpanmiliff forth, design ofihe sngie Isms d,piddAn the 103 c.1y, undn SPN. The dAip aAsonapti-,loutingA diti-, ' sa8obilil"edus.ofthisPonFesmyWdingisI%,responsidldyofthe0rwm,theOmerteudw,i.dog,dA,)herwfuyDesignee,ntherantedofthenGthellUhefudEaldhq,adeaed111-t,TheopioetalaftheDOandanyhelduseoftheTmtbindudAlbaadfing,staage,installationand6eedmy,'hu0bethe #04Z182 setpouiNdiry oltNeguNung 0,4gaer andCadrenoe. Al ease, set Ad n the TOO end the pmrNras and gaiddsn,seftf, SAMARCorapanetd Safety 1,1owtian(Bdl)publitbed 6y lPi and SRGme mfiv—diar general pidwate.We'f+oesthemlpamAifities and ddal of,Ne lean O'sig'A"Trust Design Upset Ad IOOI9 (IIOIUOO CIf. Imes 11—fastma, antes othmdstdefined by A(ontrmt agreedupon in ,king by.11P.C., hwaPrcd. The Imes Doug. Fngin is NOT the building Oatgnet ar1.us, Syslen Engineer lo, toy be0diag. AO 1.01 red Janos me as de nVil1. Copyright©g01g A -I Roof lmnes- Manuel Matti-, PI. Rain.& ion of this dam 0, in any norm, is pmhibited•Oh mitten permitsiaa form A.I goal Trum,- Manuel Madinat, P.F. OFIOndO, FL 32832 Job Truss Truss Type QtY Ply Std Pac/6812 EL B A0586077 62808 C04 GABLE 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design((Daltruss.com Hun: L.63u s Jul zts zulo r nn(: y.beu s JUT Za Zuso ]At Tek Industries, inc. vveu oup OCT uo:vu:or Zu to ruyn 1 ID:FJM?bXpxJB WbW8ogQlllUfzJdIJ-UexKPIG_FxgzzDLXUJRcywvBOWaGRRgQY77cByYVsa -1�-0 5-7-15 10-8-0 15 8-1 21-4-0 22-8-0 1 4-0 5-7-15 5-0-1 5 0 1 5-7-15 1 4 0 4x4 = Dead Load Defl. = 3116 in 3x4 = 3x8 = ""' — 3x4 = 4&ZP 610131 21-4-0 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 10 TC 0.59 Vert(LL) 0.20 10-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0.33 10-11 >787 240 BCLL 0.0 * Rep Stress Incr NO WB 0.43 Horz(TL) 0.10 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 127 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-10-7 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 = 1244/0-8-0 (min.0-1-8) 6 = 1243/0-8-0 (min.0-1-8) Max Horz 2 = -91(LC 7) Max Uplift 2 = -805(LC 4) 6 = -803(LC 5) Max Grav 2 = 1244(LC 1) 6 = 1243(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2574/1519, 34=-1835/1089, 4-5=-1835/1088, 5-6=-2570/1515 BOT CHORD 2-50=-1193/1811,2-51=-I408/2389, 51-52=-1408/2389, 52-53=-1408/2389, 11 -53=-1 408/2389, 11-54=-1408/2389, 54-55=-1408/2389, 55-56=-1408/2389, 10-56=-1408/2389, 9-1 0=-1 32312385, 9-57=-1323/2385, 57-58=-1323/2385, 8-58=-132312385, 8-59=-1323/2385, 59-60=-1323/2385, 60-61 =-1 323/2385, 6-61 =-1 323/2385, 6-62=-1125/1811 WEBS 4-10=-4681781, 5-10=-780/569, 5-8=-74/272, 3-10=-784/573, 3-11=-78/272 WEBS 4-10=-4681781,5-10=-780/569, 5-8=-74/272, 3-10=-784/573, 3-11=78/272 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Gable studs spaced at 14-0 oc. 7) Concentrated loads from layout are not present in Load Case(s): #101 1 st Moving Load; #201 2nd Moving Load; #301 3rd Moving Load; #401 4th Moving Load; #501 5th Moving Load; #601 6th Moving Load; #701 7th Moving Load; #801 8th Moving Load; #901 9th Moving Load; #1001 1 Oth Moving Load; #1101 11th Moving Load; #1201 12th Moving Load; #1301 13th Moving Load. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 805 lb uplift at joint 2 and 803 lb uplift at joint 6. 11) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 20 lb down and 51 lb up at 2-2-0, 38 lb down and 53 lb up at 3-0-12, 38 lb down and 53 lb up at 5-0-12, 38 lb down and 53 lb up at 7-0-12, 38 lb down and 53 lb up at 9-0-12, 38 lb down and 53 lb up at 10-8-0, 38 lb down and 53 lb up at 12-3-4, 38 lb down and 53 lb up at 14-3-4, 38 lb down and 53 lb up at 16-3-4, and 38 lb down and 53 lb up at 18-3-4, and 20 lb down and 51 lb up at 19-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-7=-70, 44-47=-20 Concentrated Loads (lb) Vert: 9=38(F) 10=-38(F) 51=-20(F) 52=-38(F) 53=38(F) 54=-38(F) 56=-38(F) 58=-38(F) 59=-38(F) 60=-38(F) 61=-20(F) ............. warning-Pteosethorughlyrerierthe 'AI Roof TEONSISrSCIIERI,GINIRAIMMSd(DRDITIORS(NSTOMERrBOYERIA(MOWi[DGIMENrWar. Verily desigopommef-ndreodnotesonthitT IOesignDraringPOD) and the lau'llYortinea,Pt.Ben"areShort hot oreau.UnImath-ius7medonth,TOD'only MANUEIMARiINEZ,P.E. Atild. mneedar plates Ihol be used for IM1e IDD Ba he rofid. As a b.. Dniga Faglneer (.e„ SpeuelryEnginenttM1e real an aaplDO repreuNs an oneplanre of the professional enginenirg ¢spaas111ity toe tF:e desigc e1He angle Lusd depided en the IDD only, under IPI-1. The derign ossmnptroo:, loading rondilion, raitobiliryanduseofthislmsslaronyBuddingislhereWamiMliryofMeOrnc4the0*aeriomhori,adogenfortM1eBaitdirg0esigner,ialhemnfextvllhelRC,thelR(.tbelaolM1uddingaadeoddRld.Theopproroletth,1DDWarrffiddmalA,muss,imludingF.ondlirysto,oya,inslullotionandlNoda,shollbethe $fU4]I8Y ' responsihdityollb,InNimgDesignuand(or.Nader.ROmteuefaotinTheTODendthepmr6tesandgeidelin—ftheOrildingComponentSalerylnkmwtien{e(St)publishedbyMondSECAareieforanttdforgeats.IVidenmlP4ldefinesTherespaasbiliUesanddaneso(thamss0asigaer,TrnssDesign[ngioeerand 10019 (horltorr Or. Loss YordoMrer,onlen rNardv defined by. (aatrotag reed upon in mrmnghy allpmfier{nxaTred. Thar Design 1n91oe,1,NOT the Building Oesignn art Syrian Engineer for any brilding. AN(epitabW ternsorear definedinM1. Copyright® 2015 Ad 1.1 busses -Manuel Mndioer, P.E. Reprodudian of this daameaf, in any form, is pmhlbited with a,idea permission (,I. AA Our Tm..... Mannar Martine,, P.E. OEIOgdO, FL 31832 Job Truss Truss Type Qty Ply Pac/6812 EL B 62808 CACorner Jack 24 1 �Std A0586078 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:40:58 2015 Page 1 I D:FJM?bXpxJBWbMogQlllUfzJdIJ-yrVic5HcOFKab7oY4Bgg99T7Ko1 U?_SgeCtgBeyYVsZ 0-10-15 a�0-1� 3x6 11 0-10-15 0' Plate Offsets (X,Y)-- [2:0-3-3,0-1-0) 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 0.43 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 8 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = 282/0-7-4 (min. 0-1-8) 3 = -64/Mechanical 4 = 44/Mechanical Max Horz 5 = 60(LC 7) Max Uplift 5 = -263(LC 6) 3 = -64(LC 1) 4 = 44(LC 1) Max Grav 5 = 282(LC 1) 3 = 65(LC 6) 4 = 37(LC 6) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-225/429 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) < This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 263 lb uplift at joint 5, 64 lb uplift at joint 3 and 44 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warning - Ms., thoreoghly nrieW Th,1 T ROOF TRNSS6(,ff1I Rj, GENERA[ TIRNS A (ORDITIORS 0SIOMI1(`811rIR1 A(ANOWIEDGfNENrton. yerify dog. pa —lers and read notes. this Inns DeugnD..iag(IDD)md 1he Nanud Wines, PA. Referen-Sheet hefare use. Wl,,, wheni. stated a. in, 100, It AARleA-.0or plate,hd heesed foe the TOD In he Wid.Asalruss OespInsgineer(s.a' spd.ty[aglneer), 6, 1aa say TOD representsona-epfane gOhe prdessioaengin-i!no nspaesihiGty[a, ft design Dffh, single truss depided en the TOD eery, undo TPbl. The design osswoptioas,loodiogrondilmes, MANUEL MARTINEZ, P.E. Whabililyoadusa of this Ten,,I,, any Pugding is lhenspanAddyefthe 0iane,,Th. O—C, odhmised agent or Th, OoOdiag Dnignn,in lha'um dTh,11U6,1OC.Th, Insist iudding rode nad TPI-I. Th. appro..I DItheFOR oad any field al A,Truis, induQnR had riDO, storage, i.lollahon and h-ring, shoo ha The #04Z182 resp.sihdrty oflhe Railding Oesigner.dCDdradDt. ARnotessetwinthe TODendthe pmdi-s and gridehnasofMe Building[omponed SafetyldormahonWfSQpablishedhy lPT.dSOG ore mf.,enmd inr generelguidenre.TPI4definesNhernr.sibilitii and defies oftha Truss Oesigner,Tmss Design Engineer and 10019 (hOrlt0n CiE. Luss Yaeelawrn,anlns DOarrhe defined AyD(dnhod Dguedupon ie rrdloghy all poliesinvolved. the Luss Dnigalegin Is NOT the[adding Design., ar Lass Syden fngineerInv any heildlag. All Cepilslhed lens we as defined in TPI.I. Copyright®gO15 A I Raof Tmsses• MDnuel MDdiaea, P.E. Reprodudion of this donmmd, in any gar-, is pnhi"ad.iM wli0en per-is,ion hen A-1 RDDFTNsses-YDnueI ODdiner, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B 62808 CAL CORNER JACK 8 1 I A0586079 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 2812015 MiTek Industries, Inc. Wed Sep 30 08:40:58 2015 Page 1 ID:FJM?bXpxJBWbWBogQlllUfzJdIJ-yrVicSHcOFKab7oY4Bgg99T9ho2C? SgeCtg8eyYVsZ -1-4-0 0-11-14 1-1-0 0-11-14 0-11-14 0-11-14 Plate Offsets (X,Y)— [2:0-1-8,0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 TCDL 15.0 Lumber DOL 1.25 BC 0.04 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014rrPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-14 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 3/Mechanical 2 = 189/0-8-0 (min. 0-1-8) 4 = -10/Mechanical Max Horz 2 = 61(LC 6) Max Uplift 3 = -2(LC 8) 2 = -185(LC 6) 4 = -10(LC 1) Max Grav 3 = 1O(LC 6) 2 = 189(LC 1) 4 = 25(LC 6) 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; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.00 6 >999 360 MT20 244/190 Vert(TL) 0.00 6 >999 240 Horz(rL) 0.00 2 n/a n/a 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 2 lb uplift at joint 3, 185 lb uplift at joint 2 and 10 lb uplift at joint 4. 7) ''Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Weight: 7 lb FT = 0% Wominp Phmel6omugAly'avianthe'A.i Roar IgUff[S('SEII(gj,G[NfeALIERk}d(oRDIIIDAS NSIgMIP('gN[r1A(IL40M(DDIMFgrfor. rerityduignp-ads-edreadnoteashthis hoeDedgoDmeiogODD) and the Manuel Manipur, H. Western Sheet before use. Unlesset5enisestaledoathe TOO, aoff MANUEIMARiINEZ P.E. �/� 10l eb wmedm plain char b<oxd for the ND to 6noOd. As o cross Design Login¢' (i.r., Speriolty Fngineerl, she seal anoeylDD ¢przseds as aneplanm of the prolessionol mgia,erisgdspapsshulily far Ito daige allhe single derided ea the MD mly, undo, IPlI. The design ouompliom,looding-firms, //_,\\ snifebirily and use or this Inner lot my luOding is the sespsmsiWcy of the Drees, the Omeis authorised a gent as the llaak§Dnigney in the sooteel d the lK the nLihehadluOdinp rode shed Rid. The approval el6e TDD and any field use of the Trots, inded;nr ImAng, sbroge, iestaDafive and broring,Ang he the #047181 e respmols" of the looting Barriers, ll notes set out in too ead the prorausad gcidO-ortie suilGngCompemnt Salary lnbtmnfinR(SQ published by SPl and SBCA are re used Sets Igaidmu. DPW desire$ Me fagnmdliies and duties of the Toss Designer.Trun krign(egueernod jp019 (harlion (it. Ins.YomhsNmr,nelessobverse defined by a lateral ogseed span in oifmg by ash perhu; hvehd. The Loss Design (ogiaeer is HOT the Building Designer ar hues Syrian (ngineer fs, ms bushing. 1n Ceptolised firms me as derheed (n TPbI. (apydghl© 2015 Ad loans ......Manuel Madiaer, P.C. Rep ashidiar of this decanters, in my lmm, is prohibited rich asitfen permissim lam A•I Roal Truss.,• Manuel Madiner, P.F. Orlando, R 31831 Job Truss Truss Type Qty Ply Std Pac/6812 EL B A0586080 62808 CJ3 Corner Jack 12 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:40:59 2015 Page 1 ID:FJM?bXpxJBWbVWogQlllUfzJd IJ-Q134gRIEmYTRDHMkeuLvhN014CNpkRiztscEh4yYVsY 2-10-15 2-10-15 3x6 11 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.00 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 14 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = 267/0-7-4 (min. 0-1-8) 3 = 56/Mechanical 4 = 261Mechanical Max Horz 5 = 90(LC 7) Max Uplift 5 = -197(LC 6) 3 = -77(LC 8) Max Grav 5 = 267(LC 1) 3 = 56(LC 1) 4 = 52(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=241 /410 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the.bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 197 lb uplift at joint 5 and 77 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard riomiag-Plemetbaro.ghhy rerin the'A-1ROOFTRaSSES('91HRjAN(RAIRMe(ONBIIIONS(isToNlg('BUYIRIA(KNDWIIO61MINl-Ia,ac Yndy design poramelen nod read notes on Ttis tmssgesiyn Bsurinp(igBlund lEe M000el NarNoeq U. Ieferena Sheel Eeforeuse. Wbnodereiseodedon Me TOO, only MAUUfI AIARiINEI, P.E. '�Mid anaslo. ploln shaO beused lorthe IDO h be ea(id. /sa non Oesigo 6gioeer (.e, Spedviry Eeliaee),tbe udanoryIDD represeds oa n<epana of as pronssionol ngx<n¢y mpansi6ililylor the desge olBe s®gle ncs depicted e. the IDD miy, under TPI.1. the deupo oucnpNos,loar'p soa&Nou, sanabllily and use of ads nassTo, any hilding is The responsibility ofthe alone, The Oaseis eothueised agent at A. Bad'g Designer, in th.... olme lRC,the lRGtba lxol koddag sodeoodfPiA. The oppsoY.ldfla 1OO and any field utealaarrvsy induct ngbondby,shregeinPoOonon and baei.ythoOMshe #O4I182 rnponibdiry olihe gadding Dedgaer mdCorh.Oos. AO notes set old in The TOO end the parNasand lcidegnesof the BeildiagConcia-at Solely lalseeenen(R(SQ published bylRi and SB(A,, of d6, generalgaidenre. VIA defines the responsibilities ad dunes of the lass Wslg-Jrun Oesila[eginrer and 1UO19 (hOrNon Or. InsAwofaMrer,..less oth-he defined by lanbet allied pan in.rang by oil p ass hctolaed.The %noDesign Engineer is NOT the Wing Oesigae ar lass System Enginees for any buildfag. All Coplaluadterns.mea defined'M 1. (,py.ighl@ 2015 A-11..f Trusses-MonuelModiee; Pf. AeproduAio. of this darumen, En any lore, is prohibited viM niNea peemissioa num A -I Rool Tassel. Manuel McMinn; p.(. Orlando, EE 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL.B A0586081 62808 CJ3C Corner Jack 5 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:40:59 2015 Page 1 ID:FJM?bXpxJB WbW8ogQlllUfzJdIJ-Q134gRIEmYTRDHMkeuLvhNO14CNSkRiztscEh4yYVsY -1-4-12 2-7-4 7fto-15 t�t-12 2-7-4 3-1 3x6 11 2-74 2-74 2r10-1,5 -3-1 11 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 0.43 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.10 Vert(TL) -0.00 2-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(fL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014(rP12007 (Matrix-M) Weight: 18 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 'Except' B3: 2x4 SP No.3 WEBS 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-15 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 nuide. REACTIONS. (lb/size) 7 = 293/0-7-4 (min.0-1-8) 3 = 68/Mechanical 4 = 34/Mechanical Max Hori 7 = 90(LC 7) Max Uplift 7 = -184(LC 6) 3 = -59(LC 8) Max Grav 7 = 293(LC 1) 3 = 68(LC 1) 4 = 85(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-263/409 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss' to bearing plate capable of withstanding 184 lb uplift at joint 7 and 59 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Tiomioppltosethoroagbly-itArlhe'A-I ROOF INSSFS(i(1((Yj,GFN[RA(IFPh66Veritydesigaton—le-adreod noses Antis he,, Mign Oming(lODlmdH. lefesena iheel hefare uu. Unless ol6er»se soled ontheTOD, oeFy MANUEI AfABTINEZ, P.E. YiteA mnetnot plulesthaD he used for the No to bnofid. As oLass Otsigo Engineer (.r., Specialty Feginntl; the seal on any ND mpresetds as aneptonla of fAe protnsienol tnginenirg rmpoesi6ihhy for tte desigr. elite tmgie TrLssdepiAtd to the IDg anly, under ip41. The design osswnp+mns, looting ton�fiots, �soaobiGly and use olttisTrusslor ony Building is the sespansibirtry olfM1eDmer,dte Ornefs oolhmisadogxnl or lha Boildirg Designer, in the mnsulol lM1e 114 the 12C, tte lxm huRding lade oed lPd-I. IteapVrolalottM1e rdDondoinyfitld eseot lht Truss, indad;ng hondOng, srorage,ieslolbdon and hmringshaB tie the #041182 ! rmpamihBity otfha loitiing De4gnerondCorhenor. AD noses set out in [be TOO and the preehcn and geidelnesofthe BuildingCompoonalSafety lof—fliea(B(SQpublished by lPl end SBGme referen¢dtorgeneml gaidena. tP4l definss therespanst�iGNo, ad defies afib.Flats Oe4gter,Tmss Design legiaeer and 10019 Chorl►all (it, Frou Yoeatanmer, enlms o0mdse defined by o (onhort oeteed open ie niNng byoll ponin u!otted. The➢ms Dmlgn Engineer is NOT she Being Omignet err 1". Synen Engineer for any bsildug. All Capiteliud in me as M-d inFIT n. Capynghf©2DIS A -I Reef Trae--ManuelModi—,P1. Repnedanion of this dnmmenf, in uny lorn, is pmhihiled>ritb linen pernho.., front Ad Roof T.--Won't Nneinm, P.F. I Orlando, FL 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B A0586082 62808 CJ3CS Corner Jack 3 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:40:59 2015 Page 1 ID:FJM?bXpxJB WbW8ogQlll UfzJdIJ-Q 134gRIEmYTRDHMkeuLvhNOMyCL?kRiztscEh4yYVsY 2-74 2r10-1,5 2-74 —1 4x6 2x4 II 2-7-4 2-7-4 $10-15 1� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20:0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.00 1 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(TL) -0.00 14 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(Q -0.00 2 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) Weight: 14 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 'Except` 133: 2x4 SP No.3 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 144/0-74 (min. 0-1-8) 2 = 72/Mechanical 3 = 65/Mechanical Max Horz 6 = 72(LC 7) Max Uplift 6 = -20(LC 6) 2 = -62(LC 8) 3 = -8(LC 8) Max Grav 6 = 144(LC 1) 2 = 72(LC 1) 3 = 98(LC 3) 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; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint 6, 62 lb uplift at joint 2 and 8 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Namlog- Phase temwge1 ai.III •A-1 TOM TRUSSES r9n01, etNluutexs A CONDITIONS (USTDYINt-BUT111 AINNOVUDGIUM !"lmm. Peraydesigopammaeueadrend nataormie o-msoes�gn Dra�tagpDDlo.droe Yaneeuameee,P�.eetmeara5eeeteemrenu. UAI. mheme, vmeaanfir, TOD, W1 MANUEL MARiINEI, P.E. W7eh moeedar pleln shag he used for the NO la be m5d. Asa Tmu Oengo [ogNem(e, SpeuoNy Fogmea),Me sed aoagIDD rgreseNsao aueplome alN¢ rolnsimolnpineaagrnpaasaiO¢ Im tee des'rye tithe ehyle Trues depidd en tee IDD only,ndn 7p41. The design ossumptiaas, boring eoad6an, I saAobiliiyoeduse ofibis Truss for myluildingisMeraVmiffi,"Ilhe0mes,theO.neAwhodadogeolorth,BadiagDesignn,inIT, ITthe Kthe 11C.thetenthuddogredered Rl-I. Th. approval oltht=ondnyfield use ofthe Truss, irukdnghoadGiS,slorcge,ustollotionondhiming,skUbethe #047182 ms.6 Coabedm. AO rotes snout is IT, TOD end depri—rdgaiddresohhe Building Compneat Salty lftusuroaroC501 publhhtd by ITT nd SBU me refinenred lm genenlVdamt.I&I defines the mponsFMks and Mrs ellhtlmss Oesigeer,Tmes Design Eagmer and 10019 (hgrlton Cir. Loss YoadarMer, ealese o0mdse defixd by o (ondadaeued opoo is vrbeghy oll polder 6vahed. The Tmn Oesige Engineer is NOT the hulling Drug- orImes Syeten Engineer for any buldug AOCnpimtired Inns me os deheed n TP41. Copyn9hf07015 A.I hoolTresses-proud t odi.a. H. hepmdurdon al this dommeet, io any laim, is prohibited rich nidn perminioa hem Ad raol imsus • Nonuel Yoniner, Pi Orlando, FE 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B A0586083 62808 CJ5 Corner Jack 4 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 Mi-rek Industries, Inc. Wed Sep 30 08:41:00 2015 Page 1 ID:FJM?bXpxJBWbMogQlllUfzJdIJ-uDdT1 n IsXsblgRxwCcs8EaYLGcg8Tux66WMnD WyYVsX -1-4-12 4-10-15 v r= N 3x6 11 4-10-15 4-10-15 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 0.92 Vert(LL) -0.03 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Vert(TL), -0.07 4-5 >812 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(rL) -0.09 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2OO7 (Matrix-S) Weight: 21 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = 342/04-12 (min. 0-1-8) 3 = 142/Mechanical 4 = 46/Mechanical Max Horz 5 = 124(LC 6) Max Uplift 5 = -217(LC 6) 3 = -143(LC 8) Max Grav 5 = 342(LC 1) 3 = 142(LC 1) 4 = 92(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except _ when shown. TOP CHORD 2-5=-295/492 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 217 lb uplift at joint 5 and 143 lb uplift at joint 3. 7) This truss design requires that a minimum of 7/16" i structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to, the bottom chord. LOAD CASE(S) Standard wammg-eleD«tloraagAy«rie.IhaAaROOF 56lSu1171,OEtuwnEekuOlDmgNScnTOkUtnu[iIAUNCWIIDUIUWto.m.yeraydevgnpa«nnerraad«adno«+ thIrmD,dpD—ig00Dlmdtaexaaaeluanme,,Pl.IdermaSheethelarevu. nlene5erriu+tmedwk,TOD,unly MANUELMARiINEZ,P.E. �AOleh mnantla+ plalushl ba mad for the 10D la hnobd. A+D 1—Daigo [aglDeer(a,Speuafly Eagineerl; the -1 uD aey1DO « preuds m oueplum a0he pmfn+ionol eoginaering a+poc+bilirylDr tFe desge dMe+®gle Lmc daptlad an Ibe 100 eoiy, under iP41. IDr deJgn Dsswnptan, laofmg conrdion, uBodliryaedu«allMaimu lar myB iding is the reapaa+lLry of lhe0rner, IM1e OeaefnDlhoruad aged erMa gelding Onigner, is lha mateddlM1ell6ihallClbe lad buid�ng code aedlEbl. Thu DpprmablthelDO endeajfi<WmeoltM1e Ttu+t,imiud!ngF.Dadfmg,+tv«ye,iutaDahon and biDimLDM1o06e the #047182 fL1P--brny d1he luiiifng Dadgoa—dCDehedar,Al NU%Otout in the(OD and the prarNtcS and geidAw0the Naildmi U.p-d Salary lnlormolinR(Sl;pohh,h.d by M oad SECA aro:duenmd W geae«I gviden Wdd—the«+ponrbiurie+ond Mm dih: Irons Detigeer,irus+ MR. Engineer a ad 10019(horlton(iF. lrou povderivrer, vden DOerda de6Ded 6ya (Dnhonog«ed apaD io nOvg by DOpm�m 6retred. The %.Omlga Engineer I+NOT IF, Idlding Outgun alum um Syslen Engineer for aay huinieg. AOCepimnred lam+me a+deboed le IPid. 1Dpy1igh182O15 A•I loonmssu-Nanuei NtDdaeq Pi, IepmdudiaD of thin dorwwot, io Dny larm, is pmhibited>•ith ninm permioioD ham A•I gaol lm+sea-6Daue1 Narf u, P.E. O(IOOdO, FL 31832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B A0586084 62808 CJ5C Corner Jack 4 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:00 2015 Page 1 ID:FJM?bXpxJBWbW8ogQlil UfzJdIJ-uDdTl nlsXsblgRxwCcs8EaYRHccpTux66WMnDWyYVsX -14-12 2-7-4 4-10-15 2-7-4 2-3-11 3x6 11 2-74 2-7-4 4-10-15 2-3-11 Plate Offsets (X Y)-- [5.0-1-12 0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 , TC 0.53 Vert(LL) 0.04 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.06 4-5 >867 . 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) Weight: 24 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 133: 2x4 SP No.3 WEBS 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aide. REACTIONS. (lb/size) 7 = 375/0-74 (min. 0-1-8) 3 = 131/Mechanical 4 = 67/Mechanical Max Horz 7 = 124(LC 6) Max Uplift 7 = -200(LC 6) 3 = -107(LC 8) 4 = -8(LC 8) Max Grav 7 = 375(LC 1) 3 = 131(LC 1) 4 = 11O(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-348/508 BOT CHORD 6-7=-325/116, 2-5=-115/328 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 200 lb uplift at joint 7, 107 lb uplift at joint 3 and 8 lb uplift at joint 4. 7) This truss design requires that a minimum of 7/16a structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Warning-Pleasetheraoghlyserin,the'A.1ROOFTRUSSES(`SflIEPJ,GINERAIIIUSA1011011I0%USTOMER('BOTnjA(RNOWIEDGIKNrfarmYnitydesignpammdersaadrcodnetesanthisFastDesign13-iog(I00)and)heNonnelRetire,,U[ateren.theethefoause.UnlessTherriustaleda.theTOO,onfy MANUELMARTINEZP.E. t�Nilek,need,. plate, shar he used far the IUD In he.did. As a buss Design Engineer (.e, Specialty Free 1; the seat an any 1DD represents on...pleats of the Feel essienolullineeiing aspari,birily for the design at she single Transdepided ea the TOO aniy, and. TPFI. The design—nsptioos, loading eseditins, soitobililyand use al this Pa. lW any Building is The up-ibility, ofthe Owner, the Owner'samborgred agent at the BaSldirg Oe0ga, in the anmntd the i6the 11C.the lad balding We ad TPid•Th. opproeol.1the TOO and ant, fidd a,, of Poe Trans, inda6ll bundhag, sloage, Iol.11atien and haring, shell be the #047182 rnpaasibdifyalMa Building Designer oad[oraadm. AO noms intent in the log and the path, and gidegnes of the Building(oaponenl Safety ldmfte(MI) pobrished by ITT and SRCA are afaenadfargaerelguidenm lPCl defines Merespaesibilitmsand duties of the Tmsslksigner,Runs Design Engineer and 18019 Charlton (ir. hall Manufacturer, anl-dAn,wisa defined by o (rnku t oereed open in wrinag by allporrmr iavaired. The Doss Design Engineer is NOT It, Roitdiog Designer"I'Urs Syrl.f.gineerfe any brildtcg. AO Coolcliad terns as as dehaed In TPI 1. (apydghl®8015 A-1 Roof buss,-ManuelModian, PE Reproduction ofthis daaaeet,is anylasm, Ss pmhihited wilb wriNm permissioaLem A-1 Roof Tassel -Manuel 8adieu, P.F. Orlando, FL 32832 M Job Truss Truss Type Qty Ply Std Pac/6812 EL B 62808 CJ5CA Corner Jack 2 q 1 A0586085 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 30 08:41:01 2015 Page 1 ID:FJM?bXpxJB WbMogQlllUfzJd IJ-MPBrF7JUTAj9SaW7mJNNmo5br?woCLBGLA5LIzyYVsW 2-8-0 4-11-11 2-8-0 2-3-11 5 6 1.5x4 11 1.5x4 II 2.8-0 4 1'- 2-8-0 2 3 11 Plate Offsets (X,Y)— rl:0-3-0,0-1-121,14:0-2-0,0-0-81 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.04 3-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.08 3-4 >734 240 BCLL 0.0 ' Rep Stress Incr YES W 3 0.00 Horz(rL) 0.02 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 20 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 133: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 250/Mechanical 2 = 141/Mechanical 3 = 85/Mechanical Max Horz 6 = 99(LC 6) Max Uplift 6 = -50(LC 6) 2 = -114(LC 6) 3 = -12(LC 6) Max Grav 6 = 250(LC 1) 2 = 141(LC 1) 3 = 121(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 5-6=-378/184, 1-4=-185/381 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint 6, 114 lb uplift at joint 2 and 12 lb uplift at joint 3. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'.Y2 gypsum sheetrock be applied directly to' the bottom chord. LOAD CASE(S) Standard Marring-Pleasetharanghlyenvierthe 'bl110OFID0iSIS('SSIIIII j,DOE RAI TERMS A(ONDISIONSUSIOMIR('81YRRjA(KNOMEDGE11INT' few. gailydesignpmametimand r,ad notesanThis I— Design Metal; ODD) andthe Monte IMadinet,P.E.Ietemman She llbetamuse.West at6er6"stated onthe no, ooff MANUELMARTINEIr P.E. �AOIe6 mudm plot, char .o be used for It. TOD to befid. As. fmm Design [vgineer (.,Spetidty Ingi.... 1,the se .. al on my ED repmunis,..plane of the pmtessionol,pin<etingrnpaodhilily for the design of the smgte Cuss depided oa the TOO only, uide, SEW. The design osstmpfmm,laoding toadiliou, w0obililyand use of ibis Tess far any Ridding is the r,,pm,ibility .16, Onrus, the Oemef,.uthmimd oget] or the RuldiugThesgnn, io themaleu adthe 11L 6, 11Lthe Ined holding (ad. aid TIES, The opp or4,ED and my field use of theTruu, fndudinl hamdOng,stamp, i,*Polion and 6mtial, shell be the #047182 rzsponbdity ofib. Atilding Datigntraed(emradmt. AD love, ltnet in the TOD led The pm,fiasand guidelines of the Binding(ompoMai Solely lnloimclineO(Sl; publsbed by US and SECA am rdemmed Tmg,a Ipideem. TP4l Woest6erespimilhifities and dudes of the truss Wage,,,Not Nap Eagineernad 10019(horlion(ir. Loss Mae.f atmer,.,less a0mdse defiled by (annual glued open in onvag by all pmtrc, i-dud. The Lis Design 1.9mea is NOT the eailding Oesgnm or Lass Stile. Too- ter my b tdug. An (apilafimd W. an, as Want! be VIA. Upyright©2015 Ad Real I...... Matemlllorlioee, PL Reprodaifiom of this da—,t, in any Imm, is pmhi6ited with.titlee pertissias fret A.I Roar I.,., -Memel Nadine, P.E. Orlando, EL 32832 Job Truss Truss Type IDLY Ply Pac/6812 EL B 62808 CJSCS Corner Jack 2 1 �Std A0586086 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:01 2015 Page 1 I D:FJM?bXpxJBV1b W8ogQIIIUfzJdIJ-MPBrF7JU IAj9SaW7mJNNmoScB?wICLBGLASLIzyYVsW 2-7-4 4-10-15 2-7-4 2-3-11 4x6 2x4 II 2-7-4 4 10-15 2-7-42l-11 Plate Offsets (X,Y)-- 11:0-2-4,0-2-41,f4:0-2-0,0-0-81 LOADING(psf), SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.04 3-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.07 3-4 >788 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(fL) 0.02 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) Weight: 20 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except* 133: 2x4 SP No.3 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 242/0-7-4 (min. 0-1-8) 2 = 135/Mechanical 3 = 83/Mechanical Max Harz 6 = 103(LC 7) Max Uplift 6 = -50(LC 6) 2 = -109(LC 8) 3 = -14(LC 8) Max Grav 6 = 242(LC 1) 2 = 135(LC 1) 3 = 116(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BOT CHORD 5-6=-405/180, 1-4=-181/408 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint 6, 109 lb uplift at joint 2 and 14 lb uplift at joint 3. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Warning -Please thoroughly review She -A 1 ROOF TIUSSIS(`S[I[[RI, GFN[RA[ 1FRNS g (ONDITINAS CUSTOMER(VIIRI A(RNOWIFOGfNI1Tr Imm. V,,Uy design pnameten aad read notes m this rrun Design Dining POD) and The Meant] stoniest, ?I. Ref pease Sheet Estate ate. Unless etherrim stated oa the IDD, and? �HileA ea.a,d,,plainsA.0 be used for the IUD to be .Ed. Asa lutes Oesige[agineer(i.e, Speaiolly loginend,tbe uolooaey iDe Tepreunh an on<ptanmsflEeprolessisnsinginenirg espousOTililylor lte desigr. olMningle Trussdepided cn the lDD only, under iP6l. the design nsswapfroas, loofing sonfiliau, MANUEL MARTINEZ, P.F. soitobflilyaad use of ibis for any Pudding is the respnoibility of the 0..er. thc Oener's autharindagen or Ma Budding Onigney in the rsnteddthe lRC, tdelPC.fhe laal EudGng mda oed iP4l. The oppronl ofthe TOD and eny field use of Marine, Fndedol hondgngsbTnge, intuPogon and biasing, shaU be the #041182 respe.0flity of the Building Designs andConhadn. All issue set out in the TOD sad the pashms and gaidebnes al the goildig0nop-of Solely I.W.N.n(BIS11published by IN and SBCA orerefuenmdto, generalgaid,a,.I&I defines the tespomiiliNes and duties elth, Irs,s Oesig-JressOestgn F.guo,"ad 10019 Wilton Cir. Tuts, YnshrNrer, solos a0enle defiled 6ya Canhsd agued upon Ts erriong by oil pmdesle ulmd. the Lms Oedga fsgmen isNO1 The Building OestgaeT nLou Sysleafogmeer for say huOdug. IUCapiayned terns ne m delved b IPCI. CopyrighS02D1S A.I Rmf lines., -Alumni IAatlinr, P1. Rsprodmlioa of (his dmwieat, in say loin, is pmhibiled vSth mitten permiuios(ram A-1 Raol Tmssas-tdonuel Nmtlnm, P.E. Ofland0, FL 32832 Job Truss Truss Type Qty Ply Pac/6812 EL B 62808 D01 Hip 1 1 �Std j A0586087 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28'2015 MiTek Industries, Inc. Wed Sep 30 08:41:02 2015 Page 1 ID:FJM?bXpxJBWbMogQIIIUfzJdIJ-rcIDSTK73TrO4k5JJ1 ucJ?eh6PH4xaOPZgruHPyYvsv ,-1-4-12, 4 2-0 6 5 4 13-3-4 20-1-4 22 4 8 26 6-8 27-11 4 1 4 12 4-2-0 2-3-4 6-10-0 6-10-0 2-3-4 4-2-0 1 4 12 4.00 F12 5x10 II 5x10 MT20HS= 3x8 = 5x10 MT20HS= 30 15 31 14 1332 12 33 3x8 = 1.5x4 11 3x8 MT20HS= 3x8 = Dead Load Defl. = 1/4 in 6-5-4 13-3-4 20-1-4 26-6-8 r 6 5 4 6-10-0 6-10-0 6-54 Plate Offsets (X,Y)—[2:0-7-9,0-0-101,[5:0-64,0-2-41,[7:0-64,0-2 4],[10:0-7-9,0-0-101 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 0.96 Vert(LL) 0.44 14-15 >725 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.62 Vert(rL) -0.40 14-15 >799 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(rL) -0.10 10 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-S) Weight: 148 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP Nc.3 OTHERS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 3-0-0, Right 2x8 SP No.2 3-0-0 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1292/0-7-4 (min. 0-1-8) 10 = 1292/0-7-4 (min. 0-1-8) Max Horz 2 = -61(LC 7) Max Uplift 2 = -1224(LC 6) 10 = -1064(LC 6) Max Grav 2 = 1292(LC 1) 10 = 1292(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 34=-1842/3518, 4-5=-2027/3919, 5-6=-1955/3863, 6-7=-1955/3863, 7-8=-2027/3919, 8-9=-1842/3517 BOT CHORD 2-18=-2977/1631,2-30=-2977/1631, 15-30=-2977/1631, 15-31=-4962/2720, 14-31=496212720,13-14=-4962/2720, 13-32=-4962/2720,12-32=-496212720, 12-33=-3010/1631,10-33=-3010/1631 WEBS 4-15=755/471, 5-15=-639/271, 6-15=897/1488, 6-14=592/338, 6-12=897/1488, 7-12=638/271, 8-12=-755/471 WEBS 4-15=755/471, 5-15=-639/271, LOAD CASE(S) 6-15=897/1488, 6-14=592/338, Standard 6-12=897/1488, 7-12=-638/271, 8-12=755/471 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5,Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s) 1, 5, 7, 11, 2, 2, 15, 4, 14, 6, 12, 8, 10 and 10 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) atjoint(s) 13 checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1224 lb uplift at joint 2 and 1064 lb uplift at joint 10. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel paints along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and d% gypsum sheetrock be applied directly to the bottom chord. Woming Piease tborougbhy revia lhe-LI PORE EtUSSIS('SEESEIj,6(In&I(OM&(ONDIDONS(asla9Et(IOY[tjA(MBWIED61NENPfo,m.Y.Oydoplo—le-ed nod mote�on tEis lrauDesign givring(IDDlmdme Nanael Gamees,Pl.Iefettam SAeel hefom ose. Unkss ol6n-riu waled ontEelDD,aaly MANUEL MARTINET, P.E. �IOlet mnaedvt plate shot k vsed for Ik NOlobe vobd As aLoss Dnigo [nginerr (ey SpedaNyingmenb the uol oo anylDD,epnunls oo v¢eplome of R ptolesdnnol reginenrtg rnpombSYy fvr Oe desgv dMe single Oussdepirkd en the IDD eniy, undo TP41. @e design ossamp,'sas,looding condition, svAvUlily nod me ollhisirmslo, ony Bugling is lM1a mspumiWNy ot�e0mer, IM1e Oene,ioa,horired agent or lM1egu7d'vgOnigneyulha mafexf of the itG>ballf.lbe laollud8 grade aed R41,@eavMmoloElhe ND and field of lFeTrvu,iadudanEF.ondhng, sPomye,intaDoFon and bm<ing, sholl he the #047182 i respaasibdltyof[Is Wilding0etignetand Cochado,.Ataat,%set noi.the TODeadthe prorfinsandgeidebnesofthe onildiqComponentlately lee—fiea(enl)pahli,hadbylPiand SBCA-mfunnedis, gene,,lpidente.IPHdefies the iespombifitksand d,Nesofthe Oats Designer, Its% Design Engineer and Ip019(horlton[ir. Truf44oeuto,hre,, onlau elhnNse defined bya (enhnt ag,eed upon io ni6ng by oli pvrtles iavelred. IheT—Design Engineer is NOT the Building Oafgn,, orlmss System Engineer for any building all Capitalised imm, me as defiled in TPI.I. Capy,ight© 2015 A•l tool Gasses •ATonael ACadiou, P1. Peprodnfiun of this domment, is any lnm, is p ohibiled Hilh anitlen permission from A -I Boo( !rows• Monuel lln,lines, P.E. 0dandit, FL 32832 Job Truss Truss Type QtY Ply Pac/6812 EL B 62808 D02 HIP GIRDER 1 2 �Std A0586088 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 5x10 MT20HS= Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:03 2015 3x8 = 38 75 39 40 41 1442 4344 4513 46 47 48 12 49 3x12 II 1.5x4 II 3x8 = 5x6 = 3x4 = Dead Load Deff. = 3/8 in 3x12 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.56 13-14 >566 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0.53 13-14 >606 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) -0.13 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 285 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 `Except- T3: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 2-9-0, Right 2x8 SP No.2 2-9-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 54-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-8-2 oc bracing. REACTIONS. (lb/size) 2 = 1867/0-7-4 (min.0-1-8) 10 = 1867/0-7-4 (min.0-1-8) Max Horz 2 = -53(LC 35) Max Uplift 2 = -2072(LC 4) 10 = -1938(LC 4) Max Grav 2 = 1867(LC 1) 10 = 1867(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-2=-254/282, 3-4=-3141/3579, 4-30=5030/5705, 30-31=5030/5705, 5-31=-5030/5705, 5-32=-5030/5705, 32-33=-5030/5705,33-34=-5030/5705, 6-34=5030/5705, 6-35=-5030/5705, 7-35=5030/5705, 7-36=-2908/3358, 36-37=-2908/3358, 8-37=2908/3358, 8-9=-3150/3584,9-10=272/342 BOT CHORD 2-18=3197/2840, 2-38=-3197/2840, 15-38=-3197/2840, 15-39=-3206/2841, 3940=-3206/2841,4041=-3206/2841, 1441=-3206/2841, 14-42=-5604/5023, 4243=-5604/5023,4344=-5604/5023, 44-45=-5604/5023, 13-45=-5604/5023, BOT CHORD 2-18=3197/2840,2-38=-3197/2840, 15-38=-3197/2840,15-39=-3206/2841, 39-40=-3206/2841, 40-41=-3206/2841, 14-41=-3206/2841,14-42=-5604/5023, 42-43=-5604/5023,43-44=-5604/5023, 44-45=-5604/5023,13-45=-5604/5023, 13-46=-5604/5023, 46-47=-5604/5023, 47-48=-5604/5023, 12-48=-5604/5023, 12-49=-3195/2850, 10-49=-3195/2850 WEBS 4-14=2614/2420, 5-14=-697/660, 7-13=361 /423, 7-12=-2331 /2549, 8-12=1168/940 NOTES- 1) 2-ply truss to be connected together with 12d (0.131"x3.25') nails as follows: Top chords connected as follows: 2x4 - 1 now at 0-9-C oc clinched. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.25 plate grip DOL=1.25 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) Concentrated loads from layout are not present in Load Case(s): #101 1st Moving Load; #201 2nd Moving Load; #301 3rd Moving Load; #401 4th Moving Load; #501 5th Moving Load; #601 6th Moving Load; #701 7th Moving Load; #801 8th Moving Load; #901 9th Moving Load; #1001 1 Oth Moving Load; #1101 11th Moving Load; #1201 12th Moving Load; #1301 13th Moving Load; #1401 14th Moving Load; #1501 15th Moving Load; #1601 16th Moving Load; #1701 17th Moving Load; #1801 18th Moving Load; #1901 19th Moving Load. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2072 lb uplift at joint 2 and 1938 lb uplift at joint 10. 12) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 13) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 99 lb down and 187 lb up at 4-11-4, 73 lb down and 115 lb up at 7-0-0, 73 lb down and 115 lb up at 9-0-0, 73 lb down and 115 lb up at 11-0-0, 73 lb down and 115 lb up at 13-0-0, 73 lb down and 115 lb up at 13-6-8, 73 lb down and 115 lb up at 15-6-8, 73 lb down and 115 lb up at 17-6-8, and 73 lb down and 115 lb up at 19-6-8, and 156 lb down and 187 lb up at 21-7-4 on top chord, and 110 lb down and 268 lb up at 4-11-4, 53 lb down and 85 lb up at 7-0-0, 53 lb down and 85 lb up at 9-0-0, 53 lb down and 85 lb up at 11-0-0, 53 lb down and 85 lb up at 13-0-0, 53 lb down and 85 lb up at 13-6-8, 53 lb down and 85 lb up at 15-6-8, 53 lb down and 85 lb up at 17-6-8, and 53 lb down and 85 lb up at 19-6-8, and 110 lb down and 268 lb up at 21-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. c;ontinuea on page z wmdng-PI<aseth—ghty teyie.the •A.I poor niBsn(1111111, CENTRAL «RYSA(ONDNIONS(usmMIA(10YRl AmowtimKiNrfmm Verity desige p uirelers ad read as athis hus, O,sip ma.iapODD) and me Yanurl Yadiaer,P.F.eele,Rea sneer bero,eau.ant„s etheniae Itmed cnme mo, only Ydek mnaedor plolnshoR h—Weth,100tabemlid. Aso Buss Oesigo(aginaer(.e., Speciohyfnginen(,the-I.navy TOO repmsanl, as usmptanre of11.pmiessianalmginmingrzspompbility for th design oNbe single Truss depided=the TOO only,We, TP1.1. The design msumpfin' landing condition, MAIINEL thARTINEZ, P.E. wOubililyoad use el this Trunle, .1 Budding is she ,Vumibilly tithe Ona, the Omei, eulNmieed ageal a r[be rur.&SOnigne,, in the mnteg d the 11Cthe lRCthe lmd bupdnp tude ad TFT1. The gproyablthe TOP and tiny Odd us, fthe T.,,,hedudiny handRug,,furepe, iw.116an and bta,inp, shell be the #041182 . respunbdity of the tuitding gadgnerandCrmada. AO are, W as m the TOO end lh, posAmad geidalenefthe Rudding(ompaaed Salerylaldmafien(R(bp published by IF! ad SHIA are retemn,.dfor gtneml geidenm. IP4l defines the iespamthififiesand duties of the Truss Oedgna,Truss Design Fagineer and 10019 (horlfan Cir. Imu YawhrNre,, enlen al6sid,e defined 6ya(whmtavued upon is.rihcgbyogpmdn 6ydyed.The Buss Oeslgn Ingiaeer is NOT the Ruilding Oesignt arL Spontlegmeer h, my huildi,T AO(arymgred lens me us defndla TPI.I. (opyrighl02015 A.I Foa(Imsses-11-1Yadi—, P.E. Repmdu,fiaa al this dominant, is any form, is inhihited rRh eriff. permi„ioa ham A -I Aad Tru,sn• Mount Yadien, P.F. 011nndo, ft 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B 62808 D02 HIP GIRDER 1 2 A0586088 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:03 2015 Page 2 I D:FJM?bXpxJBWb W8ogQlllUfzJdIJ-JolbfoLlgnzthugVtkQrsDArfpZ6g86ZoUaRgryYVsU LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-4=-70, 4-8=-70, 8-11=70, 18-24=-20 Concentrated Loads (lb) Vert: 4=-99(F) 8=99(F) 15=79(F) 12=79(F) 30=-73(F) 31=-73(F) 32=-73(F) 33=73(F) 34=-73(F) 35=-73(F) 36=-73(F) 37=-73(F) 39=-26(F)41=-26(F) 42=-26(F) 43=-26(F) 44=-26(F) 45=-26(F)46=-26(F) 48=-26(F) I SYamiag-Plmseehmecgelyrevialhe 91 ROOF TRUSSES('i(If(BIB"IrfgkS6(npDIfI0A5C7STOn(r('BUY(PjA(CIDWI[D6(NF17r1oim Yady dnigo pmamdv—dread rota tdereaa Wd heo—.. Mess A..i. nmedovb. IDD, only MANUEL AIARTINEZ, P.E. �Wleh rovveder pleln shag he oad for the IDOlo8no5d. AsaLom Oaigo Frgmeer (ia, Spedaltyfagineal, the ualon agIDO repauNsao oneplona of the prolasional agiren¢g nspas3Lty Ivr tF.e des'rye of tF:e smglvLnssdepided unthe IDD only, wda TP41. The desi� asomptioes,leoding smdigon, n bitlyod-ofItisBanfo,omlol&gisthenspon,bbilltyolthe0rnar,IF.O—southarindagedorMeBolding0aigna,iothetootedofIF,lRGthelBUh.laolhoRdngadeWTPld.Theopprmol0theIDD.rdooyOeldwedtf0m,indadinghandgng,sbrop,iatolMkanendhaeing,Adhethe #041182 aspmbdilydiho eullding Designerand(om.dm. AU roes sdom iotho Word IF. pastiesmdgeiddr—fth, hilding(..pone.15d ly lolarrnafiao(8(S1)pobh,hedby TPi and SB(A ea relneaad Mrgenent gaidaraTP4l defines tbeatpoos3iDtier and da8a oftbo Lass De9paj uss Design lhgioeenad 10019(IT orlion Or. Ton V dMra,.nlem Anoi,e defined byo(ammo ogaed upon in o,hing by onpmrin fnvolnd.The Loss OeslgoFngineer is NOT the BuMiog Carper orLuss Sydem Engineerfor nay bolding. All (apiolind lens me aslebaed io 7PI.1. (opyrighla701S A.I Rod T,u s-aooaelM.Woe,Pr. Reprodadion o1[bi,dort-0, is or Ior.,i, pmhibited>rOb void.Pr.inion Gem A-1 Roof iron., -Wood Bodine, P.E. Orlando, Fl. 32837 Job Truss Truss Type Qty Ply Std Pac/6812 EL B 62808 EG1 Half Hip Girder 2 1 A0586089 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 1A 1 Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28.2015 MiTek Industries, Inc.. Wed Sep 30 08:41:04 2015 Page 1 8K?MHyYVST 2x4 II 1 4 10 1-4-10 2-9-4 1 4 10 Plate Offsets (X,Y)— f2:0-1-0,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in. (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.28 Vert(LL) 0.02 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.03 4-5 >965 240 BCLL 0.0 or Rep Stress Incr NO WB 0.04 Horz(fL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 21 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-5-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aide. REACTIONS. (lb/size) 4 = 474/Mechanical 5 = 1341/0-4-0 (min.0-1-9) Max Horz 5 = 83(LC 5) Max Uplift 4 = -283(LC 7) 5 = -699(LC 4) Max Grav 4 = 590(LC 13) 5 = 1341(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; HVHZ; TCDL=5.Opsf; BCDL=5.0psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) or 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 283 lb uplift at joint 4 and 699 lb uplift at joint 5. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 97 lb down and 122 lb up at 2-7-8 on top chord, and 1593 lb down and 738 lb up at 1-0-0, and 45 lb down and 78 lb up at 2-7-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 2-3=-70, 4-5=-20 Concentrated Loads (lb) Vert: 3=68(F) 4=40(F) 7=-1593(B) Wuming.Pler: Iherooghly is. the'A-I Roar TRUSSES(11111R], GINIRAI IIRNSA(ONDIDONS(USIOYIR('DOTIRjA(KNOMN6IYIN(' I—m ,,ily design promoter, and read robot on this bass Design DrmfigODD) and the Aimed YorNeee,H.Reform. Intel befare use. Unless entered. staled on thelDD, only AIGleb rowed., ploln shag heated Entfm IUD lab —lid. Aso Truss Design Engineer (.e.,Spee{ullyEngines), Iheseol on any IDDreprneofsa.o"epl..-flheprofe„iomleng,—,E gmpmsihililyfar H:e dssige oflF.e shple Lass depideden thelDD only, under lP4l. lAe deign ossvmptwos, looding,mdilion,. MANUEt MARTINEZ, P.E. suiteNlily and use of ibisliussfor my building is the responsibility ofthe 0trner,the 0—,, whorued a gent or The Doak; Onigneh is the notes? 0 the 11t, the 11C,fh,1.0 holding (od,WITI-1, The opproW.Na TOP and say find me of it, Trrs, indodnR hondgng,s(arcge,ieAoDalion and boating, shall be the #041182 rnpoesibrdy,lobe luilaing Dsigner mdCorfredot. Al miss sit Colin the IOD end the pmNas and gaidainas of the Ruildieg ComponeetMary Ndrmmion(R(S!;published by III am SRCA on rehromedimpeeralgsim. IM defines therespomkirfias and dune, Cool. Truss Designer, Truss Design Engineer and 10019 (horltgn (ir. Troy Yeeuhdurer, an!eu olNndsa de6eed bye (eahmtagreed upon iv srrmng by olipmdes hmLed ME Design Fnyieeer isNOT tha Building Designer on 1,C. Sydem Engineer Us any bx8dteg. AO 60.Gud Isms are as dermed in TPbi. Copr,ighl©7011 A -I Roof Trusses - Mourne[ Montis,; Pl. Igmdudian of this dammed, in any farm, in prohibited rtb mitten in—i"ine hem Ad Real Truss., -Manuel Modim; P.E. OTIDDdD, Fl. 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B 62808 FG01 FLOOR 1 4 A0586090 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com. Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:04 2015 Page 1 ID:FJM?bXpxJB WbWBogQlllUfzJdIJ-n_szt8MNb55kJ2FiRSx4OQj4hDvZPXni18K?MHyYVsT 3-7-6 6-9-3 9-0-13 12-2-10 15-10-0 3-7-6 3-1-14 2-3-10 3 1-14 3-7-6 1.5x4 11 3x4 = 1.5x4 11 5x10 MT20HS= 1 4x10 = Dead Load Defl. = 3/16 in 3x4 11 W1 ":���W1 131 Ll 13 14 15 16 11 17 18 19 10 20 9 5x8 11 21 22 8 23 24 25 4x6 II 7x14 MT20HS= LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 15.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FeC2014frP12007 LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP M 31 'Except` W1: 2x8 SP No.2, W3: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-13 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 12 = 10896/0-4-8 (min.0-2-4) 7 = 10113/0-4-8 (min. 0-2-2) Max Grav 12 = 10896(LC 1) 7 = 10113(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. TOP CHORD 1-12=7797/0, 1-2=-20991/0, 2-3=-20991/0, 3-4=-29393/0, 4-5=-29393/0, 5-6=-1518/0, 6-7=-354/0 BOT CHORD 12-13=0/1773, 13-14=0/1773, 14-15=0/1773, 15-16=0/1773, 11-16=0/1773, 11-17=0/29393, 17-18=0/29393, 18-19=0/29393, 10-19=0/29393, 10-20=0/29393, 9-20=0/29393, 9-21=0/20718, 21-22=0/20718, 8-22=0/20718, 8-23=0120718, 23-24=0/20718, 24-25=0/20718, 7-25=0/20718 WEBS 1-11=0/20586, 3-11=-9147/0, 3-10=0/3170, 4-9=-280/0, 5-9=0/9466, 5-8=0/3730, 5-7=-20566/0 NOTES- 1) Special connection required to distribute web loads equally between all plies. Spec. Hangers would distribute loads evenly. 3x8 11 3x6 11 4x10 = 3-7-6 CST. DEFL. in (loc) I/deft L/d PLATES GRIP TIC 0.76 Vert(LL) -0.25 9-10 >718 480 MT20 244/190 BC 0.81 Vert(TL) -0.44 9-10 >414 360 MT20HS 187/143 WB 0.71 Horz(TL) 0.06 7 n/a n/a (Matrix-M) Weight: 357 lb FT = 0% 2) 4-ply truss to be connected together with 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 cc, 2x4 - 1 row at 0-7-0 cc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 04-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc, Except member 2-11 2x4 - 2 rows staggered at 04-0 cc. Attach BC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 cc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced floor live loads have been considered for this design. 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Recommend 2x6 strongbacks, on edge, spaced at, 10-0-0 cc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 998 lb down at 0-114, 1403 lb down at 1-3-12, 998 lb down at 1-11-12, 1403 lb down at 3-3-12, 998 lb down at 3-11-12, 1403 lb down at 4-9-12, 998 lb down at 5-11-12, 1403 Ib down at 6-9-12, 998 lb down at 7-11-12, 1403 lb down at 8-9-12, 998 lb down at 9-11-12, 1403 lb down at 10-9-12, 998 lb down at 11-11-12, 1387 lb down at 12-9-12, and 998 lb down at 13-11-12, and 1387 lb down at 14-9-12 0� bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Standard Uniform Loads (plf) Vert: 1-6=110, 7-12=-10 Concentrated Loads (lb) Vert: 10=-1403(B) 9=-1403(B) 8=-998(F) 13=-998(F) 14=-1403(B) 15=-998(F) 16=1403(13) 17=998(F) 18=1403(13) 19=-998(F) 20=-998(F)21=-998(F) 22=-1403(B) 23=-1387(B) 24=-998(F) 25=1387(13) W-ioD Pkmertorooghl(eeviewib"IIRDOTnIssIS(iMITRj.G(NIRAITIM&(aR01110Af(USIOY(RI'BUT[R1A(NOWT[D61Yltlrleim.VuilydesipapmometnsooduodnotesmtislnuDes"rya0ra.ug11001andeheYcaaelYarNecs,PEBelereateSheetEegreuse.Unlessm5errisevmedontAe100,00Fy MANUELMARTINEZ,P.E. �AUteR mnentm plolnshal ha used for Ile NOlabe sorri Asa Loss 7esige Tngts<er (.e.,Spadalry Fogiaee),the uolaaaoy Na eepreuNs oe aaeplanw of fbe pm(nsienol esginmingmpon'Aigry lot flee dnge of 1te Seigle Lustdepidcd en the IDD snty,undn iPld. IDe deugn ossxnpgoos,bodingeon&fion, saBobilityaed use atsbisTrusstar.1 ru0ding is the eespanvLOlty offhe owner, the Owaer'ssothmhed agsd,the Boudiag Daignar, is themnteAdthe lU, the nL de Taal huddmg ade aidTPH. Theappravaldtle IDD mdany field use of Poe Luss, indudng F.oadi�aromye,imtollofion and brariog, shop ba the #04%182 tespmutiity of the Wilting Designerand(oatreder. All nates set eatin the TOO end the pashas yideboes of the BuildingComponent Safety lnfermatioa(B(SQ poblisbed by OPT and SBGme,[,,a dfug-relgaid-MlesfinesMe«spaesniftks aadduNn ottbe Loss Deuguj-DesigntsglneaanE Ip019 (harll0n Or. Lms Yvaolonurer, oolen af6.vwlm defsed hya[ondodagued vpoo is rriUag by all porfn0valved Thelma Design legiaeer !,NOT the gelding Dafgau arI sSyst.rngineer lu any bsideg. All C.Pdiud lems ore as defined, TPI 1. Copyrighl a 2015 A.I Roallmssee. AT IYodiss",PI.Reprodudiae of this dommeat, in any In,m, is prohihited wish ain. permission ham Ad RM Tmues• Manuel Aladines, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply Pac/6812 EL B A0586091 62808 FG02 FLOOR 1 2 �Std Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL.34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 30 08:41:05 2015 Page 1 ID: FJ M?bXpxJB Wb W8ogQlll UfzJdIJ-FBQM4U M?MO D bxCqu?9SJxeG IrdJJByPsFo3YukyY VsS 2-9-14 5-6-0 8-2-2 11-0-0 2-9-14 2-8-2 2-8-2 2-9-14 1.5x4 II 1 3x8 = 3 3x4 = 1.5x4 II Dead51(@ad Defl. = 1/16 in T1 Wl W3 W3 W4 W3 W2 W1 10 11 9 6x6 = 3x4 11 LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 15.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2014frP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2, W2: 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-7-6 oc purlins, except end verticals.. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10 = 3104/Mechanical 6 = 3197/Mechanical Max Grav 10 = 3104(LC 1) 6 = 3197(LC 1) 12 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-10=2870/0, 1-2=-5897/0, 2-3=-5897/0, 3-4=-4995/0, 4-5=-4995/0, 5-6=-2442/0 BOT CHORD 10-11=0/285, 9-11=0/285, 9-12=0/5897, 8-12=0/5897, 8-13=0/5897, 7-13=0/5897, 7-14=0/404, 6-14=0/404 WEBS 1-9=0/6253, 2-9=-434/0, 3-8=0/450, 3-7=-1129/0, 4-7=-300/0, 5-7=0/5112 NOTES- 1) 2-ply truss to be connected together with 12d (0.131"0.25) nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc clinched, 2x4 - 1 row at 0-9-0 oc clinched. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc clinched. Webs connected as follows: 2x4 -1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 8 13 7 2x4 II 3x10 = 6-0 8-2-2 -8-2 2-8-2 4-41 CST. DEFL. in (loc) I/deft L/d TC 0.48 Vert(LL) -0.11 7-8 >999 480 BC 0.52 Vert(TL) -0.19 7-8 >674 360 WB 0.88 Horz(TL) 0.01 6 n/a n/a (Matrix-M) 3) Unbalanced floor live loads have been considered for this design. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Refer to girder(s) for truss to truss connections. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1014 Ib down at 1-7-12, 1014 lb down at 3-7-12, 1014 lb down at 5-7-12, and 997 lb down at 7-7-12, and 997 lb down at 9-7-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-5=-110, 6-10=-10 Concentrated Loads (lb) Vert: 8=1014(B) 11=-1014(B) 12=-1014(B) 13=-997(B) 14=-997(B) 14 6 4x4 11 11-0-0 2-9-14 PLATES GRIP MT20 244/190 Weight: 122 lb FT = 0% Wading-ph-lbrauStir reviavth,YIROOF 1DOSf[S(ill([rj,G[NEOAIIIPWh(OMOInDNS(in1DADRf`DUY[R1A(gNOWIEDOEMENPImmye,ifydWitepmametn—dn¢dWas co7AisltauOnionD-ingPD).9the MonuelMatinee, U.Mutate Sheet below use.Dalesethanol. stated onthe IDD,only �MAUUELMARTINET+ P.E. Hihl mneeda, plot.. shag the be used Its TOO In be r.IiA. A,.1.a. Design Engineer (.e., Sped.lty Engioeu), the seal.. any M rep—rds......plane of the professional e.siamd'.9 msponslbilin la, Iha desgc.1the single inns dap0lad ca the TOD only, and,, IPA. The design a—plims,leading awdtion, soBabililyand use 0 lbi,No, to, any bugding is the responsibility of the Coast, the Ovaeic aulhnitad a goal as the raddirg Design", in the male.tot the W,the 11C.the lad budding so de oad TPld. The oppsmal.1the FOR and any held we.1the Truss, iadudag hooding, sbmge, installation and la,dal,shall be the #047182 ' respaeilbdOyolthelalidinggeilgnerend(Dorado,. AlaotnsetoNinlheiODeadfhep+as4usandgaidehoesolibeduildingCompanenlSalefylnform¢tian)b(SljpublishedhylPiondSe(A¢re:ofnenrodingmenlgaidenm.IPNldefinaslherespaasbilihesanddatimollbeimssDesigau,Tranbesibnragineeraad 10019(horltonCir. Tross Mauhrto m, unless dhe,orlu defined by a (ant o toened upon is aritinghy all po,fies csvahad. The Tlmsgedga Engioees is NOT the hildial Destgne, ar Imes System Engineer for nor baildfag. All C.01oli,ed lems... as defined 1n TP11. Capynghl® 2015 Ad Pod Imssa, • Mean,[Maliaet, P.E. gepmdudion al this do—W, in any lam, is prohibited nilb Mitten permission from Ad Real I-ses • Manuel M.Onset, P.E Mark Ft 32832 Job Truss Truss Type Qty PIY Pac/6812 EL B 62808 FG03 FLOOR 1 �Std A0586092 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 2-6-6 4-7-3 1.5x4 11 3x4 = 1 4x8 = Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:06 2015 Page 1 I D:FJM?bXpxJ BWbVWogQl IIUfzJdIJ-jN_klgNd7iLSYMP4YtzYTroP70f6tOF?USp5RAyYVsR Dead Load Dell. = 1/16 in 1.5x4 11 3x12 = 3x4 = 2x4 11 - 4x4 = 1.5x4 11 4x6 = 4 5 6 7 8 9 10 FRIN �ffifflwjdlllroml 4x4 11 6x10 = 3x6 11 LOADING (psf) SPACING- 2-0-0 TOLL 40.0 Plate Grip DOL 1.00 TCDL 15.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2014lrP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 'Except' W1: 2x8 SP No.2, W2: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 19 = 4992/Mechanical 11 = 2618/04-8 (min. 0-1-8) 14 = 10430/0-2-11 (req. 0-4-5) Max Grav 19 = 4999(LC 3) 11 = 2681(LC 4) 14 = 10430(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=3452/0, 1-2=-6115/0, 2-3=-6115/0, 3-4=-8594/0, 4-5=-8594/0, 5-6=0/290 1, 6-7=0/2901, 7-8=0/2901, 8-9=-1243/0, 9-10=1243/0, 10-11=-925/0 BOT CHORD 19-20=0/552, 18-20=0/552, 18-21=0/8594, 17-21=0/8594, 17-22=0/8594, 22-23=0/8594, 16-23=0/8594, 16-24=0/3852, 24-25=0/3852, 15-25=0/3852, 15-26=0/3852, 26-27=0/3852, 14-27=0/3852, 14-28=0/1243, 28-29=0/1243, 13-29=0/1243, 13-30=0/1243, 30-31=0/1243, 12-31=0/1243, 12-32=0/435, 32-33=0/435, 11-33=0/435 WEBS 1-18=0/6430, 3-18=-2962/0,3-17=0/1465, 4-16=-324/0, 5-16=0/5621, 5-15=0/897, 5-14=7757/0, 7-14=-351/0, 8-14=5084/0, 8-13=0/2786, 9-12=0/324, 10-12=0/1031 7x6 = 4x12 = 3x6 11 3x4 = 4x4 11 8-10-13 11-1-8 12-9-2 15-3-4 17-2 8 2 0-13 2-2-11 1-7-10 2 6 2 1-11 4 T-1-81, [15:0-3-0,0-4-81, [16:0-1-12,0-1-81, fl7:0-4-4,0-1-81, [18:0-4-4,0-4-41, [19:0-1-12,0-1-61 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.77 Vert(LL) -0.11 17 >999 480 MT20 244/190 BC 0.55 Vert(TL)-0.1816-17 >713 360 WB 0.91 Horz(fL) 0.03 11 n/a n/a (Matrix-M) Weight: 198 Ib FT = 0% NOTES- 1) 2-ply truss to be connected together with 12d (0.131 "x3.25") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc clinched, 2x4 -1.row at 0-7-0 oc clinched. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched, 2x8 - 2 rows staggered at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) WARNING: Required bearing size atjoint(s) 14 greater than input bearing size. 6) Refer to girder(s) for truss to truss connections. 7) Provide metal plate or equivalent at bearing(s) 19, 14 to support reaction shown. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 791 lb down at 0-3-10, 958 lb down at 1-9-12, 791 lb down at 2-5-12, 958 lb down at 3-9-12, 791 lb down at 4-5-12, 997 lb down at 5-9-12, 791 lb down at 6-5-12, 997 lb down at 7-9-12, 791 lb down at 8-5-12, 997 lb down at 9-9-12, 791 lb down at 10-5-12, 997 Ili down at 11-9-12, 1062 lb down at 12-1-12, 997 lb down at 13-9-12, 1062 lb down at 14-1-12, and 958 lb down at 15-9-12, and 1317 lb down at 16-1-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pin Vert: 1-10=-110, 11-19=10 Concentrated Loads (lb) Vert: 19=-791(F) 18=791(F) 17=-791(F) 20=958(13) 21=-958(B) 22=997(13) 23=-791(F) 24=-997(B) 25=791(F) 26=-997(B) 27=-791(F) 28=997(13) 29=1062(F) 30=997(13) 31=1062(F) 32=-958(B) 33=1317(F) Winning-PleaseNosaaoll"'iathe9.1ROOF IMSn(SI111pj,61KRAITIMIT(OYOTNBNS(BSIOYtRI'BUYFi1llhNOhftKIRINT"IntmYeshydesignpcmmeInstead nadpofganlhisAntOesipoOrueiop(IDDImdOeManuelOanioee,P2.lefereoreSheetbelae use.Wleaot5ereisettot,donMelDO,wry MANIIfIMARTINEZ,P.L. ......,.slut pleln shd ha eyed for the N01a he ea5d. Rs o Lou Deigo laglaen (ie, Speuuiry Engiaeert t6, sealaaoglDO seprtuNs oe o¢eplana of IF.e professieoel eoginening mpanbihry for @e design of MnmgleLms depicted an the 1DD oaly,undn iP41. The design ossamptem,Iaoding tmENvn, �suifohiliryand use of this lasts has any YuDding is Me sesp,nmMAY of the agent, the 0-,', oulbosir,d agent or The Building ge9m, in the..meet ad the ItCthe IlCtbe Total bugdagsad, and Rid. The oppsami 06,lDD and my field use afib, Trust, ind,6gAondhng,stotage, iouaBafon ing, and basb,U be Me #041182 respoeilhdiry of the Builaing Deugees and(emeuos. d8 notes set am in the TOO a ad the ped,es and galdehnes of fie RoiWing(omponeat Safety lnfit-hanfp6Qpublished by IT! ad SB(Ause ealinewd I., gennalguidonte. l-I defneslbe rzspaesOPtles and dNies alfheimss 0eilgaer,Luss Oesign fogiaeerand 10019(horlton Or. ran. Orxufetkms,aa!,. A,M,, defend by (uahatf oneed epao is rs'aiag by o0 pintas arched. The Gins cause Fogineer i,NOT the Building Oeugnet or On,, True. hjus et har oeyhuging. All ,ithdued lams me m defend [API 1. Capyrigbl©7015 0.•I Yaarlmsses •Rlanuel Uodiae,, Pf. Repsodufion of this dasumeaQ ie any lot.., is pmhihited roh,nitlen pesmissioa Gem Ad RoalTmsses-Mawel Natfwe; P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply Pac/6812 EL B 62808 FG04 FLOOR 1 2 �Std A0586093 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:06 2015 Page 1 I D:FJ M?bXpxJ B Wb WBo g QI l l UfzJd I J-jN_kl gNd 7iLSYM P4YtzYTroWNOdGtPs?USp5RAyYvs R 2-10-12 5-6-0 7-114 10-8-0 2-10-12 2-7 4 2-5-4 2-8-12 1.5x4 II 1 3x6 = 2x4 II LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 15.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* Wl: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. REACTIONS. (lb/size) 10 = 2072/0-4-8 (min. 0-1-8) 6 = 231310-3-8 (min. 0-1-8) 8 = 6963/0-11-0 (min.0-4-2) Max Grav 10 = 2089(LC 3) 6 = 2336(LC 4) 8 = 6963(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=1157/0, 1-2=2048/0, 2-3=-2048/0, 3-4=-1762/0, 4-5=-1762/0, 5-6=-1068/0 BOT CHORD 9-13=1255/0, 13-14=-1255/0, 8-14=1255/0, 8-15=-1255/0, 15-16=-1255/0, 7-16=-1255/0 WEBS 3-8=-3678/0, 5-7=0/1984, 1-9=0/2275, 3-9=0/3647, 3-7=0/3364 NOTES- 1) 2-ply truss to be connected together with 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc clinched, 2x4 - 1 row at 0-9-0 cc clinched. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 cc clinched. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc clinched, 2x4 - 1 row at 0-9-0 cc clinched. tnNa 2x4 II V56MI 1.5x4 II CSI. DEFL. in (loc) I/deft L/d TC 0.30 Vert(LL) -0.02 9-10 >999 480 BC 0.66 Vert(TL) -0.04 9-10 >999 360 WB 0.87 HOrz(TL) -0.00 6 n/a n/a (Matrix-M) 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strong backs to be attached to walls at their outer ends or restrained by other means. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1250 lb down at 14-4, 774 lb down at 1-104, 1250 lb down at 34-4, 774 lb down at 3-10-4, 1250 lb down at 54-4, 774 lb down at 5-10-4, 1250 lb down at 7-44, 774 lb down at 7-10-4, and 1250 lb down at 9-4-4, and 774 lb down at 9-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plo Vert: 1-5=110, 6-10=-10 Concentrated Loads (lb) Vert: 8=-1250(F) 7=-774(B) 11=-1250(F) 12=-774(B) 13=1250(F) 14=774(13) 15=-774(B) 16=-1250(F) 17=-1250(F) 18=774(13) 3x6 = 2x4 11 PLATES GRIP MT20 244/190 Weight: 128 lb FT = 0% warning. Please Nuoaphiy rnvientbe'kl ROOF IRUSS6(S[Ia¢j, O[Xl¢Al HUS ¢ (ONDInONf NSIDNE¢i'DN[¢j A(INOWlEDDINTHrloim Verily dnipo pnmmden nod uod notes on:ms irnss Oetigoorniop(IDDi and de Monod Yadiva, H.Iderma )beet W.. use. units o hn"ise staled sn it, TOO, only �IOTdronoedn.pldes shot h,wdin, Th, ED la be rolid. As a Gun Design Sogineu(.e, Speaiolly Engineer1, Antool on my ED repeals on umplonrt nfthe prvlessiond no -dry ptuibilily for tle design d lk single Tnuss deryrkd an the ITO only, under TPFl. The design ouamplaoL looding unditiou, MANUEL M ARTINE2,P.E. ' sshbitilyWuseof6i,1— To, any ItUingisFit uptntibii¢y0th,O—r,lh-OenePsodhoriadag,dorda8uildirgDesigner,insheroekddbud ofthene,thel¢GtholadingrodeadTPFI.Theapprora1.1theEDondanyOdduseofain eTints,dadneknd0�,skage,isoahtin.tndironing,sbdbede #041182 respanu'hddy ollhe R:Wcing Dedgner evd(actredor. AD antes cetouTude tDO end the pmr¢usard gaidehnesdde¢oildmgComponemSaleryldormation(E(SQpohDshed 6y lPi nod SBQare relarenadkrgamIgndanee. SP4l dahnslherespaos3iGtim aad duties Dirk imn k9gur, Truss Oesiga bon,,, nd I0019 (hoFlion (ir, inss YovukMmr, uokss nTknite ddvd hyo (ontrodaeud upon io niNcg hydl puts Erdasd. The Twit Design Fnonter it NOT The RuWmg DetigneT u Gus, Strom [non e<r Inn n y Will.; AO (apiingmd tuns -as Mad in IPI I. 6pydght02015 A -I goof busses-11—nlAindioes, Pt. Reprodudion of This dammieot, in ony Inrrn, is pmhibited.illb vnStlen p tnissiea ham A-1 Roof Trusses. W.-1 autinu, P.F. Orlando, FL 32831 Job Truss Truss Type Qty Ply Std Pac/6812 EL B A0586094 62808 FG05 FLOOR 1 2 Jab Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 30 08:41:07 2015 Page 1 ID:FJM?bXpxJBWbW8ogQlllUfzJdIJ-BZY6VAOFuOTJAV G6aUnO3Ll?QOPc3l8j6YfzcyYVsQ 2-0-8 4-1-0 1.5x4 II 2-0-8 2-0-8 1.5x4 I 23x4 = 46 = 4-1-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.05 Vert(LL) -0.03 4-5 >999 480 MT20 2441190 TCDL 15.0 Lumber DOL 1.00 BC 0.48 Vert(TL) -0.06 4-5 >713 360 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 51 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x6 SP No.2 `Except' W2: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5 = 2289/0-3-0 (min.0-1-8) 4 = 2195/0-3-0 (min.0-1-8) Max Grav 5 = 2289(LC 1) 4 = 2195(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) 2-ply truss to be connected together with 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc clinched, 2x4 - 1 row at 0-9-0 oc clinched. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc clinched. Webs connected as follows: 2x4 -1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Old (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 888 lb down at 0-9-12, 1137 lb down at 1-1-12, and 888 lb down at 2-9-12, and 1137 lb down at 3-1-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=-110, 4-5=-10 Concentrated Loads (lb) Vert: 6=888(F) 7=-1137(B) 8=-888(F) 9=1137(B) Wvnieg-PRnsethorovgbly rerinth,II ROOF TILOSISt'SS(1111GINnAS ITEMS IS(ONDITIMasiON(RfeurniAul OnioukrarlmnY,,ibyd,sign ps—easand,ead now on mi, Lass DesignOrt+iap(TOD)rnd the Nnnvel Nanieer,P.i.Referee. She et belmevx. pnba ots"'ise 9aed an the TOD, only MANUEL MARTINEZ, P.E. erb, AhGiehrampinlnshoo k used for 11. TOD to b,.lid. R, a Tu DesignEvginar¢.a, Spedully Engineer), Ik seal ossYDD mp-11ana11eplanre ofib,prolnsionol engi-dsil aspanibilily for lh,deg, ofthesinIMP%d,O,I,d en the TOO only, underiPH. The design oamapywn, looting ro dlilion, s,ilobifl",d use of ibisTmn for any Ruddisg is the mspomiG6ty v16,0no. 1he 0—i's omhmind ageolnlb, hoilks Dngna, in the mftd of th, ni4the 11Lthe lad budding code vsd TPld.The vppmml titleond'e TOD ny fiduse of d 6.%%,in,144 handrq,sbrag,, infisouon and bmring, shop ba the #041132 rnpasibrdPtithe lidang Ossignerond(oWs'. dR nob, se so mlbe TODead the pub., and gvidehnesolthegoiklig(vmp,oeaialey hdmmmiea(RISOpublishil by Tn avd SOU w,.1emnied le, general ilslh e. Wdebnes dunpsmliliim and duties oltba i,ass Desig-,,—Design fegin,a and 10019(horlton Or. Les ItaavlaMrm,nnlns vWndsedefined hya (on0an ogreedvpm in ndieghy vllpmties amlad. TheLms Oesige fvgaeer is NOT the dmlding Bali., m Lvs, Sid. Enginev ter nvy 6rd6mg. ID [epnc0red term me a, de6eed iniPl 1. (apyrighlQ 0015 R•I RvadLusses-Nonuel dmlive,, Pi. Aepmdudion of this dvmmeat, in any Iv,m, is pmhihiled with wiitlen perminionfrom A-1 Rvvi imssas-NonueI Mali-, P.E. Orlando, Ft. 3Y832 Job Truss Truss Type Qly Ply Pac/6812 EL B 62808 FG06 FLOOR 1 2 �Std A0586095 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 30 08:41:07 2015 Page 1 ID:FJM?bXpxJBMW8ogQlllUfzJdIJ-BZY6VAOFuOTJAV G6aUnO3LiiQyuc3g8j6YfzcyYVsQ 3-6-0 3-&0 1.5x4 I 3x6 = 7 2x4 11 4x6 = 3-6-0 3-&0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.20 Vert(LL) -0.02 3-4 >999 480 MT20 2441190 TCDL 15.0 Lumber DOL 1.00 BC 0.77 Vert(TL) -0.04 3-4 >911 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2014lrP12007 (Matrix-M) Weight: 43 lb FT = 0% LUMBER - TOP CHORD 2x4 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 3-6-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4 = 1934/0-3-0 (min. 0-1-8) 3 = 1795/0-3-0 (min. 0-1-8) Max Grav 4 = 1934(LC 1) 3 = 1795(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) 2-ply truss to be connected together with 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc clinched, 2x4 - 1 row at 0-9-0 oc clinched. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.13111 X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1387 lb down at 0-8-4, and 590 lb down at 1-8-4, and 1387 Ib down at 2-8-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-2=110, 3-4=-10 Concentrated Loads (lb) Vert: 5=-1387(F) 6=-590(B) 7=1387(F) blaming dhase thomogAp revise the 'A-1 ROOF SAOSSISESIIIEt1, 61NIOAS RBYS I (ONDI(IONS(USIOMEPI'BUY[Ij A(NNOYRID6lMENPlotm Yeulydeefgn po —len ood mad note cold, toes Onign D.ohO IDDImd the NMrfoet, P.F.let emna Sheet belay... Dakm Aug. stored on the 100,.11 �A&TINilekraneamr plan sAol be used lorlk IDOloheeand.AW... Oaignle9ineer(e,Spedaltyfngineer),th—olooaeyTOO mpreseet—u plan—fthe pmleesionoleoginenirg rmpa ability for Re dmipofthe tingle lruse depidedan the lDDanly, undo lPlJ. The 6,09nouumm,lao&9 pli-dithon, MANUEL M NEZ, P.E.- Widilily and ute.11%Don be, oay Bu AII, the.,pausibily.1Th, 0,, 0..,,, oolhorited agent or the Bo.1bgDnigoer, io the mnt,old the M6 the @CIto Iced budding todeardRI.I, the oppioni tithe TOO A any field use d the rruss,Sndodng hond1k$Vorop, imid.fiau and bmeq, tholl be the #047182 rnpomTdM oltke Gilamg DeslgeerondCoebador. Al aotee setoul a the IDD eed the pmehus aed gnideloetotke landing [ompenam Salary InlamoNea 1B(Sgpa5lished by IPI Doti SB(A ore relenoud hr general guideete. IMI ddnee the m,p eArdies and Me, of the Imo Dellgeer,Oms Design hgtneer Doti imss Yeeofanurer,ammoatAndn ddeed hya(oahodagree1 span ie o,hmg bye0p ti., heeleed. The bun Ong. Ingmeer is NOT the RoldiogD.0p.,arbors SyYem Fng"meerhraey haildig.All 11.01aDte4 Inmmeas de(ued 1.IFI.I. 101119(Ilorlton(ir. Copyright©2015 Ad toof Ito mes-Monad Mod inet, Pi, tepead ,n., oI this damnb.I, Seam loan, ie pmhihiled rith.tidan perminioa from A.I Rod I.too, -Nanuel Yadinea, P.E. Orlando, FL 32332 Job Truss Truss Type Qty Ply Std Pac/6812 EL B 62808 FG07 FLAT GIRDER 1 3A0586096 Job Reference(optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:07 2015 Page 1 I D:FJM?bXpxJBWbW8ogQlllUfzJd IJ-BZY6VAOFuOTJAV_G6aUnO3LkCQ4Cc3g8j6YfzcyYVsQ 1-11-14 1-11-14 4 1.5x4 II 3x4 = 1-11-14 1-11-14 Plate Offsets (X Y)— [3:0-1-12 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) -0.00 3-4>999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.24 Vert(TL) -0.01 3-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight: 35 lb FT = O% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc purtins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4 = 830/Mechanical 3 = 1833/Mechanical Max Uplift 4 = -311(LC 4) 3 = -729(LC 4) Max Grav 4 = 830(LC 1) 3 = 1833(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-460/169, 2-3=-1536/618 NOTES- 1) 3-ply truss to be connected togetherwith 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2x4 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 2 rows staggered at 0-7-0 cc. Webs connected as follows: 2x4 -1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 4) Provide adequate drainage to prevent water ponding. 5) Plates checked for a plus or minus 0 degree rotation about its center.' 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 311 lb uplift at joint 4 and 729 lb uplift at joint 3. 10) Load case(s) 2, 10 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11)11Semi-(gid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 261 lb down and 214 lb up at 0-1-12, and 1336 lb down and 663 Its up at 1-10-2 on top chord, and 633 lb down and 270 lb up at 0-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00 , Plate Increase=1.00 Uniform Loads (plf) Vert: 1-2=235, 3-4=-20 Concentrated Loads (lb) Vert: 2=-1336 1=-261(F) 5=-633(F) 2) Dead + 0.75 Roof Live (balanced) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor. Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-2=-255, 3-4=-20 Concentrated Loads (lb) Vert: 2=-1 225 1 =-224(F) 5=-561(F) 10) Dead + Uninhabitable Attic Storage: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (pif) Vert: 1-2=-235, 34=-20 Concentrated Loads (Ib) Standard Vert: 2=-775 1=-115(F) 5=-343(F) Woning- %easethoroagMyrevieatbe'AIROOf TRUSS5(1111111,01RAIT[asA ONDISIONS NSIDNIR('BIIY[RjACNND'H([DLSNSNf'Imm. Mify design parometasond read notes an this hnsgetipnD-ing(1DD)and the Monud Nonine4PE telemnrelheel beforeuse. Dal ess olh-ire crated rest. TOO, all MANUEL MA&TINEZ P.E. iDTeR mnnelloI plall" les+bar be used lu, [be TOO Io be vobd. As a Lan Desigo [Nine, D." SpedaOy Engines), the -I an nay TOD mpresents an aneplan., of Ibe prod -1 toginetting ¢spaoslbilily la, the design of the single Tm,s depi,fed an the TOD anly .fi, TPI-1. The design mswnpte es,landirg oonCtivu, AsaimMOty and me of "Tmss Far any Nodding is the r,,paniiblity of the 0neb the Orntriouthoriaedogenl or lM1a Bonding Dnigns,in the mnteal vhhelRGthe llCtie laM balding soda oad RlJ,TOevpp-1dthe TOD andony field use of 6,Truss,ird,61 hondring,storage, ieataDoNon and braising, shall k the #047182 , rnpan5diry oT the tuilwng Desgner ondCoarprtvr. AO votes setoM in the NO eadfbv pmrNusaad gridabaesoltle RaitdingComponeMSalery lnlormotiea(t6lJ pobfshed by lPl and SR(A auelnaondhrgmnel goidcnro.lfl•I definestbeeespoes�Jties colludes oitb:Imse WsigoeyTmss Design [egiater enE 10019 (horlton (IT. T.. MvevloMmbeats, mhe h!delved by. Cedaarengeedepani—itirgbyallpentiesaW.d.Th. IrmaDesiga EngineerisNOT the Ruilding Designer or1.as, Syslen Engineer 1u anyenitivg. AllCapimrued ternsse mdelved aiPbl. Copyright ®R015 A•I roof Tras$as-Mmael Merlin.; F.E. hin.sidian al this donee, is any W., is pmhiblledrich niUen pam[sston hr. A-1 Roof Tons- - Manor] Martine; P.I. Orlando, Ft 32832 Job Truss Truss Type QtY PIY Std Pac/6812 EL B 62808 FG08 FLAT GIRDER 1 3 A0586097 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:08 2015 Page 1 I D: FJ M? bX pxJ B W b W S o g Q l l l UfzJ d I J-fm 6 Uj W PtfJ b9of YTg H? OZG u g p q NZLJ Q I ym I C V3yYvs P 2-7-11 5�0 780 98S 1208 1359 152-2 2-7-11 2 8 5 2-4-0 2-0-5 2 4 3 1-5-1 1-8-9 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.00 TCDL 15.0 Lumber DOL 1.00 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014frP12007 LUMBER - TOP CHORD 2x6 SP 240OF 2.0E BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* W1: 2x8 SP No.2 W2,W5,W6: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 9-10. REACTIONS. (lb/size) 15 = 4125/Mechanical 10 = 13421/0-5-8 (min.0-3-13) Max Uplift 15 = -1255(LC 4) 10 = -4689(LC 5) Max Grav 15 = 4540(LC 2) 10 = 13776(LC 2) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-4104/1214, 1-2=7281/2044, 2-16=7281/2044, 3-16=-7281/2044, 3-17=11966/4250, 4-17=11966/4250, 4-1 8=1 1966/4250, 5-18=11966/4250, 5-19=2059/5816, 6-19=-2059/5816, 6-20=-2059/5816, 7-20=-2059/5816, 8-9=-948/313 BOT CHORD 15-22=-201 /862, 14-22=-201 /862, 14-23=-4250/11966, 13-23=-4250/11966, 13-24=-4250/11966,12-24=-4250/11966, 11-12=-1445/4076, 10-11=-1445/4076, 10-25=-2878/1051, 25-26=-2878/1051, 9-26=-2878/1051 WEBS 1-14=-2074/7225, 2-14=-548/0, 3-14=-5169/2419, 3-13=-310/277, 4-12=3875/1692, 5-12=-3292/9189, Continued on page 2 CST. DEFL. in (loc) I/deft L/d TC 0.43 Vert(LL) 0.0712-13 >999 360 BC 0.42 Vert(TL) -0.1712-13 >844 240 WB 0.86 Horz(TL) 0.03 10 n/a n/a (Matrix-M) WEBS 1-14=-2074/7225, 2-14=-548/0, 3-14=-5169/2419, 3-13=-310/277, 4-12=-3875/1692, 5-12=3292/9189, 5-11=-748/289, 5-10=-10961/3884, 6-1 0=-4135/1469, 7-1 0=-3856/1322, 7-9=-1301 /3554 NOTES- 1) Special connection required to distribute bottom chord loads equally between all plies. 2) Special connection required to distribute web loads equally between all plies. 3) 3-ply truss to be connected together with 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x6 - 3 rows staggered at 0-4-0 oc, 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 04-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc, Except member 4-12 2x4 - 2 rows staggered at 04-0 oc, member 5-11 2x4 - 2 rows staggered at 04-0 oc, 2x8 - 3 rows staggered at 04-0 oc. 4) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 5) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 6) Provide adequate drainage to prevent water ponding. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1 n1 Refer to nirrierral fnr tnlss to to Estes rnnnartinns 8x12 = Dead Load Dell. = 1/8 in PLATES GRIP MT20 244/190 Weight: 294 lb FT = 0% 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1255 lb uplift at joint 15 and 4689 lb uplift at joint 10. 12) Load case(s) 2, 10 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 13) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 261 lb down and 214 lb up at 0-3-10, 197 lb down and 126 lb up at 2-4-12, 272 lb down and 148 lb up at 4-4-12, 3703 lb down and 2230 lb up at 6-5-9, 1647 lb down and 816 lb up at 8-4-12, 1647 lb down and 810 lb up at 10-4-12, and 1647 lb down and 804 lb up at 12-4-12, and 1530 lb down and 668 lb up at 14-4-12 on top chord, and 597 lb down at 1-9-12, 580 lb down at 3-9-12, 597 lb down at 5-9-12, 597 lb down at 7-9-12, 597 lb down at 9-9-12, 597 lb down at 11-9-12, and 597 lb down at 13-9-12, and 1814 lb down and 738 lb up at 14-7-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00 , Plate Increase=1.00 Uniform Loads (plf) Vert: 1-8=220, 9-15=-20 Concentrated Loads (lb) Vert: 1=261(B) 2=-197(B) 12=-186(F) 11=186(F) 10=186(F) 16=-272(B) 17=-3703 18=1647(B) 19=1647(B) 20=-1647(B) 21=-1530(B) 22=186(F) 23=180(F) 24=-186(F) 25=186(F) 26= 1814(B) 2) Dead + 0.75 Roof Live (balanced) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-8=210, 9-15=-20 Concentrated Loads (lb) woming. Please thoroughly review the'4T ROOF TRUSSES (-S[tt1P1, 611FPAS TfPAS A CONDIIIONS (USIOAURCOU(t1 A(KNowt(D6fA[Nrfoim. vnrifydesiln pammefenaad read notes on this Lois Design 11-iog(()DIned the Manuel Yndieeg1`1 lalmonm Sheet beforo use. WE olhereise stored uo0e ED, ody �1fleh mneedol pldnshall be owed for the ND to be solid. a Tress Desiga[eginmr(.a' Specialty Fngiaeerl,%,¢!unoay TDD mpmurds an aueplanm of prefnsimol eogi-wing-ibilify In the design al Me single Truss depidedea the TDO anhy, under TEM. The design ossumptioas, loading condition, MANNER MARTINEZ, P.E. so0abiliiyand use oflhisTwas law any Building islhe mspamlbilify ofthe(Issues,TheOena's oatho,ised ageal or The Building Dnigne"is lh—whela[the l[C,thel[C, the lord holding rode oadTPbT. The opluovalefthe ED end any field use of 0, Truss, inducing h i1q,sforep, iestlolion and bmimg, short be the #04T182• respoosibeily ofthe leilding Dsugnw and(omades. AN notes set out m the ND and the pmefms and gridehnes of the Building Component Solely lnlormaliae{B[Sl; pohlished by SEE and SBG ore reteraomd for gmmlgaidwm TPI6.1ioslhemspo 1iUNesandderim fib. Truss Deugeer,ymss Dnign[agineer and 10019 (hgfliDn Cir. Bross YaeukMrer, ealess mhodse defined hya (ahadoyneed upon is erang by ell potties involved. The Lois (Ieugn Fngfneer is NOT the Building Desigaw arLuss Syst-Ingmeew few ury builGag USE (opOcWed Ions ore as defend 61PId. (opyrighlQ2015 A.I feel Twasses-Manuel Morlieea, PL Repro&nfon of this d.—at, in ay lusm, is prohibited ewilb maiden pewn Ws. hem A•I Roof Trusses -Manuel Morl:ner, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B 62808 FG08 FLAT GIRDER 1 i A0586097 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:08 2015 Page 2 I D:FJM?bXpxJBWbW8og6illUfzJdIJ-fm6UjWPtfJb9ofYTgH?OZGugpgNZLJQ1ymICV3yYVsP LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 15=-1 1=-224(B) 2=173(B) 12=-494(F) 11=-494(F) 10=494(1`) 16=-239(B) 17=3293 18=-1462(B) 19=1462(B) 20=1512(B) 21=1430(B) 22=494(F) 23=-480(F) 24=-494(F) 25=-494(F) 26=-1687(B) 10) Dead + Uninhabitable Attic Storage: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-8=180, 9-15=20 Concentrated Loads (lb) Vert: 15=-1 1=115(B) 2=-99(B) 12=597(F) 11=597(F) 10=-597(F) 16=143(B) 17=2060 1 8=909(B) 19=-909(B) 20=-976(B) 21=-949(B) 22=597(17) 23=-580(F) 24=-597(F)25=-597(F) 26=-1124(B) Nerving -Pleoath liblyovine the 'IIROOF TRUSSES ('Sr111Bj, DOUBLE TERMS A(ONDITIONS(DSTOMEP('BUTERIA(ANON1T061MEXrI'm Perifydeignpmamem-edmadWes onthis Fast Design Umsviag(NO)asdthe ManuelMarfine4H.BelemouSheet Wets use.Unlessotherrise.sfinedantb,TCD,only MANUELMARiINEZP.E. Nirek weu a. plda she! he rad lot the IOD to be evlid. Is r ima Design Eaginem (.e, Spedahy bginem),Ibe moi rnoay ND apuuAs ve mmptvme elihe profetsivnvhngineniag mpora�3ility Ivr Ite deign elthe sbgle Luis depicted en the ND only, undo IP41. IAe deign essumptroes,TaiDep aeditivn, �seitoldlily a ad um el lhisTmn lu ony Building is the respamibilily vfthe Ovety, the Omni vmhatiadagwl yr iteBeldiag gnigea,he the taltalustlof the li6theH.the leal beading We and TFTI. The spp—lvltbeTOD end any field use of 6,Fast, ialudng handlign an , staaye, iWAliad baring, shell be the #0411R2 v Itspoesib" ef1he laDimg Designm and (oehedor. AD ates-taut in the TODeedlhe pmrhas a ndgeidebeeselthe Bhullding(ompanavl Safey lnlormo0oa (B6�pohlished by TFlmdSOCAea eadlo li-alredee .ME6,15-the aquaiOWf and Mies tithe last W ilar,Isoa Design bgita, and 10019(hOrhOn(ir. Tau MevufvMra,odeselhvdn defined 6yv(eehrd oneed rpaa iv rragbyvllpmfiesrnahed. lAeLasDetigv Fvgineer is XO11Ae Buiidmg Omsgnm er Last Synem Engineer For any bailk; AO(.00 d leans me as deliad he IPII. Copyright©BDI5 Ad IntTmstes•111—elNedivee, P.E. Rep bdianoI this domvxal, is mr Imm, is pmbibiftel Oh aitten late 1.hum A-1 Reef Tassel• Munvel aadine; P.E. Orlando, EE 32832 Job Truss Truss Type Qty Ply Pac/6812 EL B 62808 FG09 FLAT GIRDER 1 3 �Std A0586098 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:09 2015 Page 1 I D:FJM?bXpxJBWbW8ogQlllUfzJdIJ-7ygswsPWQdjOPp7fE?WF5UQx_Ebr4kARAQ1 m 1 VyYVsO 2 3 2 413 9 6 0 0 I 8-0 0 10�-11 12-10-2 15 1 4 2-3 2 2-1 6 i-7-7 2 0 0 2-V 2-1-6 2-3 2 Dead Load Dell. = 3/8 in 16 6x8 11 2x4 11 5x8 11 3x6 11 4x4 = 4x8 = 8x14 = z 9 8-oo-a 10-8-11 1z2084 -4 zzs 4z-�o z sa2-8-11 � Plate Offsets (X,Y)- [2:0-3-8,0-1-8], [3:04-0,0-1-8], [6:0-3-8,0-2-0], [7:0-3-8,0-2-0], [9:0-2-8,0-4-12], [10:0-3-8,0-2-0], [12:04-8,0-1-8], [13:0-4-12,0-2-4], [15:0-4-12,0-3-0],. LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x6 SP 240OF 2.0E BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.2 'Except' W1: 2x8 SP No.2, W4,W6: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 16 = 7619/Mechanical 9 = 11209/0-3-8 (min.0-3-7) Max Uplift 16 = -1961(LC 4) 9 = -3404(LC 4) Max Grav 16 = 9093(LC 2) 9 = 12416(LC 2) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=1057/260,1-2=-1604/317, 2-3=-13266/2831,3-4=31748/8465, 4-17=31748/8465, 5-17=-31748/8465, 5-18=26335/6741, 18-19=-26335/6741, 6-19=26335/6741, 6-20=14758/3703, 7-20=14758/3703, 7-21=-2306/562, 8-21=-2306/562, 8-9=-2165/656 BOT CHORD 16-22=-2831/13266, 15-22=2831/13266, 15-23=-5740/23905, 23-24=5740/23905, 14-24=-5740/23905, 14-25=5740/23905, 13-25=-5740/23905, 13-26=8465/31748, 12-26=-8465/31748, 12-27=-8465/31748, 27-28=-8465/31748, 11-28=8465/31748, 11-29=-6741/26335, 10-29=-6741/26335, 10-30=-3703/14758, 9-30=-3703/14758 WEBS 2-16=13700/2952, 2-15=1534/6664, 3-15=12251/3350, 3-14=-400/810, 3-13=3398/9780, 4-13=-4226/1880, CST. DEFL. in (loc) I/deft L/d TC 0.66 Vert(LL) 0.18 12 >942 360 BC 0.93 Vert(TL) -0.51 12 >343 240 WB 0.96 Horz(fL) 0.11 9 n/a n/a (Matrix-M) WEBS 2-16=-13700/2952, 2-15=1534/6664, 3-15=-12251/3350, 3-14=-400/810, 3-13=-3398/9780, 4-13=4226/1880, 5-12=-807/753, 5-11=-5921/1886, 6-11=-866/4058, 6-10=13331/3498, 7-10=-1449/6329, 7-9=14628/3690 NOTES- 1) Special connection required to distribute web loads equally between all plies. 2) 3-ply truss to be connected together with 12d (0.131"x3.25') nails as follows: Top chords connected as follows: 2x8 - 4 rows staggered at 0-4-0 oc, 2x6 - 3 rows staggered at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x8 - 4 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc, Except member 2-15 2x4 - 2 rows staggered at 04-0 oc, member 4-13 2x4 - 1 row at 0-5-0 oc, member 5-12 2x4 - 1 row at 0-5-0 oc , member 6-11 2x4 - 1 row at 0-5-0 oc, member 9-7 2x4 - 1 row at 0-7-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 5) Provide adequate drainage to prevent water ponding. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. PLATES GRIP MT20 244/190 Weight: 301lb FT=0% 9) Refer to girder(s) for truss to truss connections. 10) Provide metal plate or equivalent at bearing(s) 16 to support reaction shown. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1961 lb uplift at joint 16 and 3404 lb uplift at joint 9. 12) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 13) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 261 lb down and 214 lb up at 0-3-10, 197 lb down and 126 lb up at 24-12, 272 lb down and 148 lb up at 44-12, 3741 lb down and 2268 lb up at 6-6-6, 1647 lb down and 816 lb up at 84-12, 1647 lb down and 810 lb up at 104-12, and 1647 lb down and 804 lb up at 124-12, and 1530 lb down and 668 lb up at 144-12 on top chord, and 1240 lb down at 1-11-12, 1240 lb down at 3-11-12, 1240 lb down at 5-11-12, 1240 lb down at 7-11-12, 1240 lb down at 9-11-12, 878 lb down at 11-9-12, and 878 lb down at 13-9-12, and 1268 lb down and 554 lb up at 14-9-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=260(F=40), 9-16=-20 Concentrated Loads (lb) Vert: 1=261(F) 2=-197(F) 15=400(B) 3=272(F) 13=400(B) 12=400(13) 9=-1268(F) 17=-3741 18=1647(F) 19=1647(F) 20=-1647(F) 21=1530(F) 24= 400(13) 28=-400(B) 29=-279(B) 30=-279(B) Woming.Pleased-ohiynoieu the'bl ROOF IRDSSIS(`nnCR1,DINERAI THIMS R(ORDITIONS(DSIOMFR('RUY(11A(INORIFODCMCNrtam. Wifydesignpomnete,s and read notes on this twos Design D-igODD) and the Raoul MoeUeet, P.C. Ild a. Most Tolosa use. Unless olk-ise stated oothe IDD, only �AUIeA wo,ulm plot, shot be esed to, the TOD to be solid. As a hus DesignCogineerlie,Spddly[ngineer),the-I anoey TDD,eprnenls oa mttplome of prof hood eaginmingrespoos3lrity her the design of the finite truss depidsd an the TOO only,undoTPDI.The design-ptioos, Iooding condition, MANUEL MARTINET, P.E. sanubtlilyoed use of this for OF Budding is the rasp -Toil' Deus. O-A rvthoriodapaf or Me foildicgDesigne,in themnt,t of the VICthe llCAsluol Entitling ad, TPl.l. The appeoeol efthe TOD and any field use a[ its Teass, indufinl hoodRtry,storage, instotatim and burring, shall be the #047182 , ,,go ibrM of the ldlding Dsigner and(oehatlm. AT notes set ad in the TOD end the psard,s ad g,idehnesoFMe lmldingCompaoemSalery ldmmotiaa(I(Sl; pahlished by lPl aad SR[Aen safemnmd lorgeneml gaidonsa. IPFI deSn,Merespoasd:iliNes and doges of the Muss Designer,huss Design hgineer and 10019 (horlton (it. IrvnYarokdurer, stolen othvdn defivedhya(,ahmf ogledupon isn2ngby oltpwfnusohed. Thebuss Designfogia is N011he Ivildnggesignet arhoMys]-login Tor any hoildiegAn C.01.1aed toms ne as deheed To IPid. Capy,ighf®2015 A•I [.of leases • Mano M ii-,, P1. ,eprod n1i of this d-0, is nay lam, is Prohibited>rith nill. pe,adaba ham Ad Roof Trusses • Aka noel Nndinm, P.E. Orlando, FL 37832 Job Truss Truss Type Qty Pac/6812 EL B 62808 FG10 ROOF SPECIAL GIRDER 1 �Ply 3 �Std A0586099 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 M7ek Industries, Inc. Wed Sep 30 08:41:10 2015 Page 1 I D: FJM?bXpxJBWbW8ogQlllUfzJdIJ-c8DF7CQBBxrtl zimi2UehzA2e7OpQTbP4nJaxyYvsN 21-10 n-10 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x8 SP No.2 OTHERS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-1-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5 = 1262/Mechanical 7 = 1288/Mechanical Max Uplift 5 = -522(LC 4) 7 = -544(LC 4) Max Grav 5 = 1262(LC 1) 7 = 1288(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-5=-988/416, 1-2=-325/125 WEBS 1-4=-188/488 NOTES- 1) 3-ply truss to be connected together with 12d (0A31"x3.25') nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 cc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 8 4 3 3x4 = 3x4 = CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.39 Vert(LL) -0.00 4 >999 360 MT20 244/190 BC 0.16 Vert(TL) -0.01 4 >999 240 WB 0.06 Horz(rL) 0.01 7 n/a n/a (Matrix-M) Weight: 41 Ib FT = 0% 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 4) Provide adequate drainage to prevent water ponding. 5) Attach ribbon block to truss with 3-1 Od nails applied to flat face. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 522 lb uplift at joint 5 and 544 lb uplift at joint 7. 11) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design. of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 261 lb down and 214 lb up at 0-3-10, and 1306 lb down and 673 lb up at 1-11-4 on top chord, and 633 lb down and 270 lb up at 1-0-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (pin Vert: 1-2=-260, 3-5=-20 Concentrated Loads (lb) Vert: 2=1306 1=261(B) 8=-633(B) Warning. Pima l6oroagBdy mNertbe'bI ROOF I1103SPSrS1LH1j, 0f141 T[ SA(011DI110NS(gSSOM[I('BORpj AMOIN(DGIRINT'farm. Perify dnipnporomNmsaad readnoleson lhh trvse0eupn Dmrip(IOOJwd Uekonuel Nanieet,P.E.lelneau Shedbelareuse. Unlessa�6ereise limed ontae IDO,oaly MANUEl A1ARTINEZ, P.E. WLA maardar plain shoA be used for the IDD h be sa0d. Atio Lass Desiga 6gmeer (.e, Speddly EogmmSthe ual oo ag1D0 npreunis an eneplanrc of the pmlessimol mgineeriegmspoasmiliry lot ge doge dMe single Lms depicted co the I00 my, under WhI, The design osswpenos,bo6ag aonditiaas, witobiNty ondusa otlhisLuss lorany BuBding is Neraspamihilly oltheDmer, iha O.nn's outhoritedage�dmlM1a BaitdirgDnignn, ialha ronuxld lM1a llG>he llUla lad haddiapsode aed Rol. The opprmablthe TODand any field use of Wrass, inded;ny head Oq, slomge,imlolofian and hmiag, M In, the #041182 �respmsibd"dy at The Inddmg Desdgner and Contradai. AN voles set out in the TOD end The p atfiue and geideAaas oltle Building Conep-at Wei, W-wina Di(Sllpubli,had hy1Pd oad SBCAase retemnmd lot gmerol gaidente. TPFI defines the ¢spaasmBitim and dWim of @e cross WAgaer,Quss Design [egineer and LvssYnmtnnumy mess olherdse defined by dwtrmtaneed opan'a rrm,ghy dlpmdesimulred. The Lass Ouign 6p,er is NOT ma 16K.9 DWgr"i art Syslmbgin-Lraoyi idag. 111601vliredtamsmeacde0eed in ITT 1. 10019ri te, FL Or. (opyright®1015 A.I root Lasses-Mmael Madinat, Pi. lepradndion at this da-0, in any lasm, is pmhihikil r,1h nidan peminiaa he. A-1 Anal Tmssea-N-1 Nmtiaet, P.E. O(IONd0, fL 32832 Job Truss Truss Type Qty Ply Pac/6812 EL B A0586100 62808 FL03 Floor 1 1 �Std Job Reference (optional) Al KUur I KUJOCb, rVKI rirmuC, rL a4y40, 005RJllT_Wd III USS.W1le 0-4-8 " i 1-3-0 2-&0 1.5x4 II 4x6 II 3x3 = 3x4 = Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08A1:10 2015 Page 1 ID:FJM?bXpxJBWbW8ogQlll UfzJdIJ-c8DF7CQ8Bxrtl zim i2Uehz35e_ipHDbP4nJaxyYVsN I 2-2-6 I, 2-3-6 I Dead Load Defl. = 1/8 in 1.5x4 11 1.5x4 11 3x3 = 3x6 FP= 3x6 = 3x3 11 1.5x4 11 4x6 = 3x6 FP= 1.5x4 11 3x6 = 3x6 = 3x4 = 1-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) -0.24 12-13 >812 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.76 Vert(rL) -0.35 12-13 >570 360 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(rL) 0.03 11 n/a n/a BCDL 5.0 Code FBC2014lrP12007 (Matrix) Weight: 91 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) 'Except` 132: 2x4 SP M 30(flat) WEBS 20 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 985/04-0 (min. 0-1-8) 11 = 985/0-3-8 (min. 0-1-8) Max Grav 1 = 985(LC 1) 11 = 985(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-845/0, 2-3=-843/0, 3-4=-843/0, 4-5=-2586/0, 5-6=-2586/0, 6-7=2319/0, 7-8=-2319/0, 8-9=231910 BOT CHORD 15-1 6=011 940, 14-15=0/1940, 13-14=0/2586, 12-13=0/2586, 11-12=0/1444 WEBS 1-16=0/1239, 4-16=-1280/0, 4-14=0/871, 5-14=-309/0, 9-11 =-1 675/0, 9-12=01102 1, 8-12=324/0, 6-12=-592/1 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Bamieg-Pleae MoroaghSy review the 'AlROOT IPOSSIS('Salt¢1,6[NF¢AL HILLS W¢DITIONS(DSIOMF¢('BUY[¢jA(AtIDWIFD6FNEfIP Iarm Y.Nydesignp—eftnoodued Wei % thalmn Deugn DmwliiODD)W th, onueS Yonines,pl. Eefereaa)heef hefareuu. Men.1hume+laled onhTDD'edr, MANOR tdARTINEZ, P.E. dGlek mnnedn ploln sho8 he med for the IDD lahe solid. As aLon Ooige Fngmor (e, Spedoltyloginen)phe ual ao a y IDD repreunts oa onephnm of the Pmlessioaal eeginenkg ¢spaa+mility for 7Ea desge eltk smgleLoadepirkd m fhe 1W anty, Dodo ipl-1. The deugn aumoplioas,Ioodingrmdigon, ///,���\ svAohility Dad aeol lM1isTmn loony pad&ng is d,em+paasihility olthe Ownq,the O.naiomhorieed agent arthe¢mldiry Daipne4 in the mnleq of the llh the llC.IheludAudd'mg mde oedTP4l. The app,avotalthe TODerd enyfield ae olae Tma, ioduda¢ hred¢ng,sbmge, i ehri. and hmdej,short be the #047182 C\rapauihdiryoSlAedui!dingDeilgnerand[anhatlor.AlvelmatodineheTDDerelogmrCar andpiddasoffie bildigUrep.-ISolerylnfi-efie,061)puhli+hedhyINeniSKAare rdem"'dluDental goidgever. l•IdefinesMerespon+OiliHesmddu+ietaltkSrassWsigaer,ImssgeilgnEogineerand 10819ChoElton(ir. Lea Ilvavhdora, an!ea eMarh: defined hyo (an¢od ogleed apno is mErcghy dl pmoes msaInd. The TmaDrug, Fogmea is NOT the ¢olWiag Dalgne, ee lion Sydeatngineer hr aay hldmg. A11(apilelired lem+oe os defined ie TPI 1. (opyeight® 2015 A -I gaofT ..I -Want dlodina,Pi.¢epradudioo el this d.—I, is any larm,S+pmhihifed wish widen p—inioa ham Ad Raal Tm..... Manuel ALL&-, P.E. Orlando, F132832 Job Truss Truss Type Qty Ply Pac/6812 EL B 62808 FL03A Floor 3 I 1 �Std A0586101 Job Reference (optional) AT muur I muaata, rum I rlcrcA.e, rF AU413, aeslgniga iiruss.com 0-" I— 1 1-3-0 ' 2-6-0 1.5x4 II 4x6 II 3x3= 3x4 = Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:11 2015 Page 1 ID:FJM?bXpxJBWbW8ogQlllUfzJdIJ-4LndLYRmyEzkf7H2LQZjAvVF41 JkYkckekWs6OyYVsM 2-2-6 2-0-1 Dead Load Defl. = 1/16 in 1.5x4 II 1.5x4 11 3x3 = 3x6 FP= 3x4 = 3x3 11 I 17 16 15 14 13 12 11 1.5x4 II 4x6 = 3x6 FP= 1.5x4 II 3x6 = 3x6 = 3x4 = 7-2-6 8-2-6 , 9-2-6 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) �Ildefi L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) -0.21 12-13>909 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.71 Vert(TL) -0.30 12-13 1>646 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.03 11 n/a n/a BCDL 5.0 Code FBC2014ITP12007 (Matrix) Weight: 89 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) 'Except' 6) Gap between inside of top chord bearing and first BOT CHORD 2x4 SP No.2(flat) diagonal or vertical web shall not exceed 0.500in. 62: 2x4 SP M 30(flat) 7) CAUTION, Do not erect truss backwards. WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD LOAD CASE(S) Structural wood sheathing directly applied or 5-34 oc Standard purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 968/04-0 (min. 0-1-8) 11 = 968/Mechanical Max Grav 1 = 968(LC 1) 11 = 968(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-832/0, 2-3=-830/0, 3-4=-830/0, 4-5=-2503/0, 5-6=-2503/0, 6-7=-2255/0, 7-8=-2255/0, 8-9=-2255/0 BOT CHORD 15-16=0/1898, 14-15=0/1898. 13-14=0/2503, 12-13=0/2503, 11-12=0/1417 WEBS 1-16=0/1219, 4-16=-1246/0, 4-14=0/826, 5-14=-297/0, 9-11 =-1 643/0, 9-12=0/979, 8-12=304/0, 6-12=-575/9 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. blaming Pteose Momoghty nvierfhe'AdROOF TRUSS[S(111I111,G[NE¢AITIRMSd(ONDITIOBS(OSIOMEI('BUT[B1A(KNOWS[DBFMENrfoim.Veritydesignpnnmete—dnod voles on this bass Design Drnring(fDD)and the Rowel Modin,,P.I. reference Sheet before use. Onto,,a h-ise staled on the 100, Daly �Kid wo.W., plotn Ad beosed for The TDB fo be of. Asa Loss Desigoroyineer(.e.,Spesioltyfngineer),tbenol on oeylDD mpresenfsaa asnptameo(INgpmiessional eoyinenieg nspon7oility for tte des'rye alfhsshlgle Tmssdepirkden the i00 only, undo iP4l. The design ossumptions,loading sondfion, MANUEI MAREINEZ, P.E. nNobllily and use of 1%Tnn for ony Budding is the respoWbll'dy of 6,Ono, If,On,,wmho,hod a gem or The Boodieg Designer, in the wow of the 114 the IM the loeo] buddiog We ndRpl. The opp-I.16, TOD and ooy Told on of it, T.,,, iidAqboodring,*rup, imiAlianood bm(q, sholl be the #047182 ' mspoa4hBiryolPoaBuifiingDesignerendConhetlor.AUnmessetomiotheTDDaonhepmrfinsandgvidohaiofthe BoildingComponent Foley lnf—do., IBM) pebllshedbyIF[ too SB(Aonorwo"dbrg-talguidenu.TPFldefineslhenepoos�TilillmanddudesolthelrnssWsigoer,TmssDesignFngineewnE 10019(hoTlton(ir. Lms Maomanurer, unless athvds: defined 6yo(onhon oereed upon io rrMng hyoltpmfies iavaLed. Her Oesign Engineer is NOT the Building DesigneearLms Syslem Engineer for oq buildng. All Copinlind1vm oo 11Aeedin1P11. Co)rynghf©1015A-I tootlmsses Nonuelldodiner,Pi. Peprodudian ohhis document,inanyform, is prohibitedvroh wri0en permiuioofromAlRootTresses•tfonuel Novices, P.C. Orlando, F132832 Job Truss Truss Type qty Ply Pac/6812 EL B A0586102 62808 FL04 Floor 5 1 �Std Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries,, Inc, Wed Sep 30 08:41:11 2015 Page 1 ID:FJM?bXpxJB WbW8ogQlllUfzJdIJ-4LndLYRmyEzkt7H2LQZjAvVIN 111YmtkekWs6OyYVsM I 2-6-0 2-0-6 2-0-0 2-0-2 3x3 II 1.5x4 II 3x6 FP= 3x3 = 3x3 = 1.5x4 11 Dead Load Dell. = 1/8 in 3x3 II 2 3 4 5 6 7 8 9 16 15 LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 15.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) `Except` B2: 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16 = 1007/Mechanical 10 = 1007/Mechanical Max Grav 16 = 1007(LC 1) 10 = 1007(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2381 /0, 3-4=-2381 /0, 4-5=2381 /0, 5-6=-2717/0, 6-7=-2381 /0, 7-8=2381 /0 BOT CHORD 15-16=0/1482, 14-15=0/2717, 13-14=0/2717, 12-13=0/2717, 11-12=0/2717,10-11=0/1482 WEBS 2-16=-1719/0, 2-15=0/1049, 3-15=291/0, 5-15=-641/0, 8-10=-1719/0, 8-11=0/1049, 7-11=-290/0, 6-11=-640/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x6 MT20 unless otherwise indicated. 3) Plate(s) at joint(s) 12 checked for a plus or minus 5 degree rotation about its center. 4) Plate(s) atjoint(s) 1, 16, 9, 4, 14, 5, 13, 6, 2, 15, 3, 10, 8, 11 and 7 checked for a plus or minus 0 degree rotation about its center. 5) Refer to girder(s) for truss to truss connections. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14 13 12 11 10 1.5x4 II 1.5x4 11 3x6 FP= 18 6-0 9 6 6 17-0-7 1-0-0 1-0-0 7-6-2 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TC 0.60 Vert(LL) -0.1714-15 >999 480 MT20 244/190 BC 0.80 Vert(TL) -0.2614-15 >773 360 WB 0.50 Horz(rL) 0.05 10 n/a n/a (Matrix) Weight: 92 Ito FT = 0%F, 0%E 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strong backs to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Werning-Pleamthoroulibly wrier the '11-1 ROOF 19USSES('911111, DENERM.lips R (01DIIIONS(USTOYIR(•BUTIRIA(rNOWIE061YENCto,. ye ffy design pointless end seed notes on this Imss Resign OrcringPan) ced the Navel Wine Pt, tefemsm Sheer heron use. Onkn the, i. Aaled on the TOO, only Nneb mneestor plola sM1vA he ased(or lhelO0la De vofid. Asaimn Oesigo Engineer i.e., SpedoNy EngineerI the seal on nor TOO repreuNsoeesmFlo -ofthe prefessionol togineerirgmpoes3!Iiy to, the design of the single 0u dep'dod no the TOO emy,endes Its- 1. The design essnesptioes, ledingeeod{fion, MANUEL MARTINEZ, P.E suslolalilyondvie of this Truss in, not Building is the respamibiliyof the 0ner, the Orner's oetbn,4,degon! or the Btihes Design,"in lb, in steel or the lR4the IB(.the loxal building rode ned TFW. The approval &I the TOO and toy field vie of the Tru is, Wholing hendUng,slomge, inslehson and bmring, shop be the #047132 \rnpoesihd"ily o(the 6u!Iding Designer andCannastoe AD mhssetout in the NDend the promres aad gsida6nesoftha goilding(omponenl Sofey lnlosmohoo(8f5!;pob!fished by lPi and SBQ om rehronndfar geneuIgsid—TPH definss the respoosibilitim and duvet ohbe imst Desigaer,Is- notion login eer and 10019 Charlton (fir. Lms Yora[aMres, an!ess otharlse defined bye [onhmromeed upon in rrinng Dy ollpostle: inoleel. the Tmss Design Engineer is bar the Buildirig 0e69nei er buss Syslan Engmeer for nny heild;og. en Cnpimlimd lersns ortas defined In iPbl. Cepynght©201S A -I Raof Tresses-Yonuel Modiaey P.E. Aeprodudian oNhis dosvnreot, io eny loim, is pmhihihd with srsitlen pesmissioo frem Ad Aoot musses• Yonuel Nmtions, P.F. Orlando, Ft 32832 Job Truss Truss Type Oty Ply EL B A0586103 62808 FL06 Floor 1 1 �StdPac/6812 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28, 2015 MTek Industries, Inc. Wed Sep 30 013:41:11 2015 Page 1 I D:FJM?bXpxJB WbMogQlllUfzJdIJ-4LndLYRmyEzkt7H2LQZjAvVFC1 HAYovkekWs60yYVsM 2-6-0 p-3-8 , 240-0 F4 3x6 II 1.5x4 II _ 3x311 1.5x4 11 3x6 11 1 2 3 4 5 3x3 = 6 Dead Load Defl. = 1/16 in 3x3 11 7 0 12 11 8 10 9 3x6 II 1.5x4 II 3x6 = 5x6 = 3x6 = 3-2-0 4 2-0 5-2-0 1140-0 3-2-0 1 0 0 1-0-0 5-10-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) -0.09 10 >999 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.87 Vert(TL) -0.16 8-9 >801 360 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 65 lb FT = O%F, O%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 12 = 645/Mechanical 8 = 645/Mechanical Max Grav 12 = 645(LC 1) 8 = 645(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1023/0, 3-4=-1023/0, 4-5=-1167/0, 5-6=-1167/0 BOT CHORD 11-12=0/907, 10-11=0/1023, 9-10=0/1023, 8-9=0/869 WEBS 3-11=-633/0, 4-10=-341/0, 2-12=-1052/0, 2-11=O/776, 6-8=1008/0, 6-9=0/348, 5-9=-436/0, 4-9=0/627 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Warning -Plus,, Thoroughly1,uieethe'A.1ROOFIfUSSIS('SI(1111j,6111E1RU(PRSACONDI!IONSCUSTOMERCBUT(P1A(KNOWIFD6FWDPfar..gaudydesiseFourmd",adredsets,onthisTies,Design13—iloODD)and,heKernelMarriott,!l.lefemnmSheol before ... Will,slating string earn, Mealy �ANUEL'MARTINEZ,P.E AUI,k ra—sbu plates shoo be used for the TOO 1. be v.Dd. As a Truss O.ige Inginee, (..I,Srd.Oy Ing!nee,).@e s,olonanyFIND mp ,stab m omeptaare dlM1e professianol mginenirgmpon6ility lot Me d6go of Me sioll, Trus, depided ea the TDD only, ands, FEW. The design os.mplrom,laoding emdiNo.,, ,06DEIVa.da,e.1Ibis Too ss Is, any Pudding is The r,VausiblOy of1110 a,,,the O.oeiso.Iba,Wd agent a the Pal ding Dnigns,, in the mated of The R(,the IRCne la al ba0dal rodeoad111d,n, upIsoed.1A, TOO and noy field uitofthe Trust, Whatni bonding, slamge,imtooran and barCoal, Aoil be the #047182 \enpoesiEd�ty os(le UOirrg Oe4gner and(oemdm. AN rates set sal both MET eadih. pa,Nns and gddeAaesoftbe Amldiol(omproun Safety la!o'rorrim(A(Sl,pobfished byFEE adSAQom edaanied lugeneral gadenm. FEW defines The respaesiOities andduties of IL- Truss Dsigeeciruss Design(agineer ad 10O19 Charlton (IF. Truss Ymdasmre,, aa!ess alb-h! defined by a (mharlaeteed vpro I. erAngby.11purrs, inselaed. nor Truss Ong. Engineer is NOT the Iuiffiag Designer or Truss System Engineer for say buiiDag. AD (01dimd!emt me as dai-d I. TPId. Capysight® 2015 A-1 Ind forms •Manuel Mmtinee, PE. Reprod uh. al this dammeot, in any Far., is prohibited rich enitlen pe,didoa its. Ad Rod Trusses• Wood Marriott, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply Pac/6812 EL B 62808 FL07 Floor 5 1 �Std A0586104 Job Reference (optional) /11 RV Vr IRUJ.I.CJ,rVRI rICRVC, rL JY.n7Y0, UCJIlJ111W4111U�J.W111 t 2-M 3x3 = 2 Run: 7.630 s Jul 28 2015 Print: 7.630 is Jul 28 2015 MiTek Industries, Inc, Wed Sep 30 08:41:12 2015 Page 1 I D: FJM?bXpxJB Wb WBogQ I I I UfzJd IJ-YXL?YtSOjY5bGHsEv74yj62RJRejH FAtsOGQegyYvsL 237 CA-15 1.5x4 11 Dead Load Defl. = 118 in 1.5x4 11. 1.5x4 11 3x3 = 3x3 11 3 4 5 6 7 12 11 10 9 8 3x6 = 3x3 = 3x3 = 3x6 = 1.5x4 II 5-7-15 6-7-15 , 7-7-15 13314 5-7-15 1 0 0 1-0-0 5-7-15 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) -0.21 11-12 >762 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.79 Vert(TL) -0.32 11-12 >496 360 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code FBC2014frP12007 (Matrix) Weight: 71 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP N0.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12 = 784/Mechanical 8 = 784/Mechanical Max Grav 12 = 784(LC 1) 8 = 784(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1638/0, 3-4=-1638/0, 4-5=1638/0, 5-6=-1638/0 BOT CHORD 11-12=0/1102, 10-11=0/1638, 9-10=0/1638, 8-9=0/1106 WEBS 2-12=1278/0, 2-11=0/707, 3-11=-266/0, 6-8=-1283/0, 6-9=0f706 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Warning-pl—thronghrymvie.Th,AIRoof TUSSIS(i IRIGINIIAITIM&CONDITIONS (DSIONFY(NUY[NjA(CNDYlI[DGFN(NT'ImmV.46djoin.odulaodleadrelesonthis(mes0eriga0meup(IDDlendthetlonuelYalHoe:,PEtetttmmSheet6ehreou.Unfair olkriustalMwheRD,an1y �MANUELMARTINEZ,P.E. Pneedm JA mploln shot be -d for the TOD I he rofid, As aLau Benign Engineer (.e., Spedalty fnginm),fhe lWoo cry Too mp—ds on—planre onhe pmlessi-I eogi- ieg roF-Anli1y for Its desige of Me tingle T—depid d en the RD only, under Ifil. The design ossulnplivo;laoding rordikis, Iseliebiligondase 104Trnntinonyguidingislhefopamihirairdth Ooru,NteD.oeiseuthariledagedorih961diegli6gne,inthe munnelAel147ha11CA,W161dingrodenodTPl.1. Th. glnoyoleftbTOP end nor fieldes, ofif, truss,iodadinghood0ng,ebinge,in*116.end hmrirl.Ulhethe #041182 rmponlrinyorhe 1-04ng Dedgne—d[oeirodo. ABaobstdadb7hIDO,dtW pmrdns and guideBoes olMa Nailding Gmponed Saferyldarmofion(B(SQpoBlished hplPl aodSBUon rehmaredhrgeorelgaidenee. TRI dahoesthe rcspoos3dities and duties allhe Ttos Dedg-j—Dedgnlegioeel end 10019 (harllDn Cir. Tmu YanhMrey unless othelrise deRoed By o [natrodoeleed upon io erNiog hydlpmGn bro6ed. 1heT—Dedgn Engmeer is NOI the Building l esignel orbuss Sydeninghmeer for any 6snldhg N[epibNed Ions ore os ddaed is iPld. (opydgh1®2015 Ad tootbusses-Monuel Yorliee; Pf. Aeprodudion of this document, in any lasm, is pmhihifed with •riden pnmiuim trem Ad Roof Tro--1Aomm10odinee, P.E. Or1Ondo, FL 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B AO586105 62808 FLO7A Floor 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:12 2015 Page 1 ID:FJM?bXpxJBWbW8ogQlllUfzJdIJ-YXL?YtSO)Y5bGHsEv74yj62UmRcuHF1 tsOGQegyYVsL I 2-6-0 I 2-3-7 ' r_:`� 1.5x4 II 3x3 11 3x3 = 1.5x4 11 4x4 = 1 2 3 4 5 Dead Load Defl. = 1 /8 in 3x3 = 3x3 11 6 7 3x6 = 3x3 = 1.5x4 11 4x6 = 3x6 = 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.56 Vert(LL) -0.12 10 >999 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.91 Vert(TL) -0.24 11-12 >670 360 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 74 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12 = 801/Mechanical 8 = 80110-3-8 (min. 0-1-8) Max Grav 12 = 801(LC 1) 8 = 801(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1704/0, 3-4=-1704/0, 4-5=-1686/0, 5-6=-1686/0 BOT CHORD 11-12=0/1131, 10-11=0/1704, 9-10=0/1704, 8-9=0/1134 WEBS 2-12=1311/0, 2-11=0/720, 3-11=-282/0, 6-8=-1316/0, 6-9=0/644, 5-9=-293/153, 4-9=-482/292 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard blaming%ease Momaghlyeevmrshe'6100011l0SS@('0111,600FAI 11MA(ONOIIIOAS NSIDkiY(DN[PjA(gIgW11DtIXENf lmm yr+i(ydesign poramefersoed enact note--hisimsDesignOmrigPDD)and she Monn Mrsita P1.lefereaalheel hefoanse. DnlenoAerriu voted onMeTOD, onFy MANUEL MARTINET, P.E. Nifek mneetles ploln shoo he med for IM1e NOIa be Hood. Asa Loss Design Engineer (.a.,ipedelly loginea), the ad .... y TDD apaanh se oaeplona dMe p ele"ionoi ngineesirg aspoasibiDly lorthe design of the sbssb, irons d,p dtd an the TDD only, under TPId. @e design msvmpfmm.laoding sondilion, ai16;41y and use sl di,Tsms Its any Budding is shenw-ibillly 0the 0—,. the kw's oulhorrtedageolos the Ba&S Desgnu,ie theae#047182 \aspoesibdily al lGn lailimg Onstgoer aadCanhadoL AD man atoulutbn NO eodfie psasEasaed gsldehes.1fit luildiegComponed Safety lrSrmafiaa(b(SI) pahlished by iPI vi SECA- relemeadfer generalg idua. IP4l defines Me aspon>§•diGesmd duties of th:(eaa Wsigonr,imss Design ingiaar and 10019(horlton Cir. Tmss Y.Aft", anAa 4-i" defined bya Conhoaoereed upon in mmeg by .11 pmoes 1-Ind. The Lon Oesige Tngmeer isN01 the Wding Unigaes o,1,n, Sege. Ingmeer for aeybsddug. AO Copdnbad lesmme os der ed to iPld. Copyright ©TOT S A•I PaolTrnnes • Monuel Yodiae6 Pi. Yepsodudion of this dommeof, in any loan, is pmhi6iled •it6 snitlen permission Lem A•l tool imsses-Nnnuel Martins, P.I. OrlOnd0, FL 32832 Job Truss Truss Type Oty Ply Pac/6812 EL B A0586106 62808 FL09 Floor 2 1 �Std Jab Reference (optional) I Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 Is Jul 28 2015 Print: 7.630 s Jul 28 2015 M7i ek Industries, Inc. Wed Sep 30 08:41:13 2015 Page 1 . ID:FJM?bXpxJBWbMogQIllUfzJdIJ-OjvNmDTOTsDSuQRQTrtbBGKbfwrzl Ocj 152?zAGyYVsK 2-641 2-3-9� 11I 0-13 Dead Load Defl. = 3/16 in 3x3 = - 3x3 11 3x6 = 1.5x4 11 3x4 11 1.5x4 11 3x6 FP= 1.5x4 11 3x6 = 3x3 11 1 2 3 4 5 6 7 8 9 10 18 17 5x6 = 5x6 = 1 16 15 14 13 12 3x6 FP= 5x6 = 3x6 FP= 5x6 = 3x6 11 LOADING (psf) SPACING- 2-0-0 CS1' DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.54 Vert(LL) -0.26 14-15 >879 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.85 Vert(TL) -0.45 14-15 >510 360 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code FBC2014lrP12007 (Matrix) Weight: 129 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP M 30(flat) *Except* 5) Recommend 2x6 strongbacks, on edge, spaced at T2: 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) 10-0-0 oc and fastened to each truss with 3-1 Od WEBS 2x4 SP No.3(flat) (0.131" X 3") nails. Strongbacks to be attached to BRACING - walls at their outer ends or restrained by other means. TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc LOAD CASE(S) purlins, except end verticals. Standard BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18 = 1147/Mechanical 11 = 1147/Mechanical Max Grav 18 = 1147(LC 1) 11 = 1147(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3184/0, 3-4=3184/0, 4-5=3728/0, 5-6=-3728/0, 6-7=-2954/0, 7-8=2954/0, 8-9=-2954/0 BOT CHORD 17-18=0/1852, 16-17=0/3184, 15-16=0/3184,14-15=0/3184, 13-14=0/3598, 12-13=0/3598, 11-12=0/1782 WEBS 4-15=812/0, 2-18=-2126/0, 2-17=0/1538, 3-17=392/0, 9-11=-2046/0, 9-12=011353, 8-12=-263/0, 6-12=-743/0, 6-14=0/296, 5-14=312/0, 4-14=0/1048 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Wowing- Pleose th.mobP(mvi¢r lae'/-1 ROOF iA0Sf6(•Shcf➢7, G[XndI1PA1R5 6 (OpDI00AS CJSiOXFYrBURAj A(gIOWI[D4fNFNPlmm. peify d0go piumadi s and teed notes on -.his Sass Design OroeiepUDD) cod she l med Wines, Pl. I eferen¢ Sheel Ador¢au. Unla! o!6erriu+told ontAe fOD, only anvetlos plolm sAoA he used for the IDOtbe eoud. AsaTrmsDesign Ggineer(.¢, SpedaOy Enginees),the seol000vylDOrepaunfsoo aneptmeoffo,professionoleogia,viny feasibility for the desigoItth salt Srussdt0didoa the TOO only, under SPl-I. The design ossumpno¢s, leading eoadili¢et, MANUEL PdARiINEZ, P. I snifa60ifyand use ofIbisTassfatonybuddingisIAeof the 0 ... Th. fib, TOO and eyfield as, oflhe Two, ind04sp1,ndpag. stoop, insh0ofiooand Is inyeMObethe #041182 �rnpoav�disy eltAe haildng O:dgner eodCoahatnot. AO oats seloul in she 100 end the Tinrfius and gsddeWs art%e eaildiogCompomf Satisfy ids—fi¢a(e(Sninablihil by ITT a ad SAfAmerefeieamdfergenerclgndmes. iPFl defiols MetespoesfiDitim and duns ohl: Sass Oedg¢n,huss Designhgia¢er and 10019 (horlton (IT. cross YmaloRurer,adess esA¢rdse deRvd hya (vnhartaeteed open iv niacg bydl poiemnsefid. The iia,d,aqu fugmen is NOT she Auild'my 0eslgnes or lass Sign.(egineer for e y b ildi g. A9601a6rod l....... deheed in iPl-1. Capyrighl010I5A-I ¢ool lmssen hdnnuelM¢dieee, Pt. AeproduAian ol7his dasumeot, in nny lotm, is pmM1ihiled e0h eritlen permission from Ad Anol Tasset• Nonuel Naeinm, P.f. Orlando, FE 32832 Job Truss Truss Type Qty Ply Pac/6812 EL B A0586107 62808 FL10 Floor 1 1 �Std ! Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:13 2015 Page 1 ID:FJM7bXpxJBMW8ogQlllUfzJdIJ-OjvNmDTOTsDSuQRQTrbBGKbYlr,-,gOeJ 1527zAGyYVsK -� 2-3-11 I 11 1 6x8 = 2 3 3x6 FP= 4 5 6 Dead Load Dell. = 1/4 in 3x6 FP= 5x8 = 7 8 9 10 11 12 0 tS m I� O 5x6 = 5x6 = 3x6 FP= 5x6 = 3x6 FP= 5x8 = 5x6 = LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 15.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014rrPI2007 LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) 'Except` 133,134: 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) *Except* W2: 2x4 SP No.2(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 1-7-8 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 20 = 1327/Mechanical 13 = 1327/0-3-8 (min. 0-1-8) Max Grav 20 = 1327(LC 1) 13 = 1327(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=417110, 34=417110, 4-5=4171 /0, 5-6=4171 /0, 6-7=-5202/0, 7-8=-5202/0, 8-9=-5202/0, 9-10=-3736/0, 10-11=-3736/0 BOT CHORD 19-20=0/2215, 18-19=0/4171, 17-18=0/4984, 16-17=0/4984, 15-16=0/4742, 14-15=0/4742, 13-14=012186 WEBS 4-18=0/480, 2-20=-2518/0, 2-19=0/2235, 3-19=-771/0, 11-13=-2484/0, 11-14=0/1771, 10-14=-263/0, 9-14=1149/0, 9-16=0/526, 6-16=-117/360, 6-18=-1208/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x6 MT20 unless otherwise indicated. 3) Plate(s) atjoint(s) 20, 17, 13, 12, 1, 8, 18, 4, 2, 19, 3, 11, 14, 10, 9, 16, 7, 6 and 5 checked for a plus or minus 0 degree rotation about its center. CSI. DEFL. in (loc) I/deft L/d TIC 0.96 Vert(LL) -0.3716-18 >718 480 BC 0.81 Vert(rL) -0.6516-18 >410 360 WB 0.63 Horz(rL) 0.07 13 n/a n/a (Matrix) 4) Plate(s) atjoint(s) 15 checked for a plus or minus 5 degree rotation about its center., 5) Refer to girder(s) for truss to truss connections. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 179 Ib FT = O%F, 0%E Womi.g-Ne.uthoraag6Pyrevkthe 'A.]loaf tRUSSES('%IUICWIAI TIM ICOI0ITID9S(gSTOY(I('BIIQBIA(rNOWIEDGIOr Norm Yeedyclognp -li,scrod rend.oles on this hen Design DraeiegllOD(and the Yanu.l Yarti-,H.let nmrzIDeel belmenu. Unksseeherrise stated on the Too anly MANUEL MARTINEZ, F.I Yilet mmeder plolns6o16<nudfor the IDDla be.agd.k.Luss Mige[ogmeer(.., Speuany Lgkemt16tse.l..agToo mpm¢rd.a..... pram. of It., prolessienal .f-flaq"q.s3ifily 1.,11:.d.5ge.1B:nmgit Train depie.d o. the TDD only, under III.]. The d6go siourplia", loading eonGfiou, s0abilily ad use al 11is7mss for any Buddiag is rise mnpensibaily.fth, Our-, the O-A istharrtadmeM or the BoldregDesigner, in the santeq of the III, the III.lit forid tailding rode aid III. .Beapir-10A, Wordmy field me of the I-,TaV.ag banding, strroge. io,tallakee and Woks, nhof be the #047182 S\.tsponihdiryItheBuildingDesignerand(omrastal.ADnotessetralintheTODeadthepartiesaadguidelinesa]theBuilding(impotentgalatylnlormak.p(Sl)publishedbylPlandSBIAosoelmenredhigentalgiidente.IPN:definestheresponsibiaNesmdduaesalihehussDeslgeerImssDesigoEngineerand I0019Chorlton(ir. Irvu Y..olaiNrzy.ntess o16erri.e defined bya(onimst.geed..pan inw,hmg by .11 pmtln I trod. The Truss Design Ingkeer1,NOT the Building 0esignet or Imsn System(ago",tor..ybuilding.AlIc.0mlisedleansores dunned inIFI.1. Copyright® 2015 A-1 goof Tmsnenl/anuelllmtim, Pl. Iepradmio. of this d-sm, i. any (.tin, is prohibited rich ninon permission firm A-1 goal Irons... M.-1 Martin.; V. flrI00dOr FL 32632 Job Truss Truss Type Qty Ply Std Pac/6812 EL B A0586108 62808 FL11 Floor 1 1 Jab Reference (optional) � Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:14 2015 .Page 1 ID:FJM?bXpxJBWbW8ogQlllUfzJdIJ-UwTIzZTeE9LJWaOd0Y6QoX7mQFKQl1 zAKilXjiyYVsJ TTM Q^ 2r -0-0 I 1� 3x6 FP= 5x8 = 1 2 3 4 5 6 7 3x6 FP= 8 9 10 Dead Load Defl. =1/4 in 5x8 = 11 12 13 0 m I� d 5x6 = 7x6 11 3x6 FP= 5x6 = 3x6 FP= 5x8 = 5x6 = 8-1-0 5-11.8 6-11-8 7-11.8 22-7-12 5-11-8 1-0-0 1 1-0-0 11 14-6-12 LOADING (pst) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 15.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) *Except* B3,134: 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 22 = 1344/0-3-8 (min. 0-1-8) 14 = 1344/0-3-8 (min. 0-1-8) Max Grav 22 = 1344(LC 1) 14 = 1344(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3785/0, 34=-3785/0, 4-5=-4513/0, 5-6=4513/0, 6-7=4513/0, 7-8=5310/0, 8-9=-5310/0, 9-1 0=-531 0/0, 10-11=-3800/0, 11-12=-3800/0 BOT CHORD 21-22=0/2225, 20-21=0/4513, 19-20=0/4513, 18-19=0/5152, 17-1 8=0/5152, 16-17=0/4824, 15-16=0/4824,14-15=0/2218 WEBS 4-20=0/843, 5-19=-6/347, 2-22=2528/0, 2-21=0/1783, 3-21=0/637, 4-21=2117/0, 12-14=-2520/0, 12-15=0/1808, 11 -1 5=-265/0, 10-15=-1170/0, 10-17=0/556, 7-17=-156/310, 7-19=-982/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x6 MT20 unless otherwise indicated. 3) Plate(s) atjoint(s) 22, 14, 13, 1, 9, 20, 4, 19, 5, 2, 21, 3, 12, 15, 11, 10, 17, 8, 7 and 6 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) at joint(s) 18 and 16 checked for a plus or minus 5 degree rotation about its center. CSI. DEFL. in (loc) I/deft L/d TC 0.81 Vert(LL) -0.3117-19 >860 480 BC 0.77 Vert(TL) -0.5517-19 >487 360 WB 0.86 Horz(fL) 0.07 14 n/a n/a (Matrix) 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 184 Ib FT = 0%F, O%E homing PlemetlomogAlyrerie+Ite7-I IODFTPUSSISVSaLFIj,G)IRALTIINM(OgDIIl0N5(JSIDYLYI'BUf[NjA(ILsIDNLf06fXENPImmUnkss 11-isewdonMeTOD,.Nr MdNUEIMARTINEZ,P.F A47ek mnaedm plmnsAoA 6e osedfor TAe NDhhe eohd IsaLoss Design Ingio<er(.e. SpedalTy Fngineml,the uvlanagIDD upreuNsao osmplemeofIk Frofess1-1 emglarmagmspers3fhly lae Rs design el IAe smyk Ws droded on The IDDenip,oadn TIM The design msmnpimsbofingoo qvn, ///��\ uinbilily ondax oltAisLoss for ony ludding is lAe tespand6irityolthe orem,the O�nersomharkad ageol or lhelmldmgOnipnm,in Thr eaefetldldelr4>be IPGSielaalhaidiag sodeoediPfS. Tha oppsmaldtie TODmd am fidduse ofMermss, inda6ng hoadrng, sbage, installation and hsnrmrslwO he The #047182 \uspoesib&ry of the ruifding Designer ond(arhetlor. Al notes set out in the TOD end The pmNus and geiderns of the roildmgComponent Snlery hdmmmiea(e(Sgpeblished by ITT and SKAon rofeienmd Its gmeml goid,ow. IN defines The tsponmilismend Mes of The I Wiigaer, Im. Design Feginear end 10019 (horhon (ir. Lin Yamlemrer, unless eThvvlse defined hya(enhanogeed eponinsrtiNnghy oIlpmdesmwreed. IDe Loss Design fngioeer is NOT TM roil oSDedgnm or1 Sys- Fng"meer foranyheildimg AOCapimfieed termspse asdefined'mTPl 1. (opyrighl@ 21115 R•1 loaf lrmses • Manuel Modi-, PE. AeprodusYon of this dasemuol, is any lain, is prohihited viTh riitfen pesmissioo (rem A I Aaal irutsas• Manuel Mmtimu, P.L QTlondo, FL 32832 Job Truss Truss Type Qty Ply Pac/6812 EL B A0586109 62808 FL13 Floor 3 1 �Std Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:14 2015 Page 1 ID:FJM?bXpxJBWbW8ogQlllUfzJdIJ-UwTIzZTeE9LJWaOd0Y6QoX7kFFK IScAKilXjiyYVsJ 2-6-0 2-3-4 „ 1-6-12 , 5x8 = 5x6 = 5x6 = 3x6 FP= 5x6 = 3x6 FP= 5x8 = 5x6 = LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 15.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014frP12007 LUMBER - TOP CHORD 2x4 SP N0.2(flat) BOT CHORD 2x4 SP M 30(flat) 'Except' B3,B4: 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) `Except` W2: 2x4 SP No.2(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 20 = 1325/Mechanical 13 = 1325/0-3-8 (min.0-1-8) Max Grav 20 = 1325(LC 1) 13 = 1325(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4156/0, 3-4=-4156/0, 4-5=-4156/0, 5-6=-5185/0, 6-7=-5185/0, 7-8=5185/0, 8-9=-51 8510, 9-1 0=-3728/0, 10-11=-3728/0 BOT CHORD 19-20=0/2211, 18-19=0/4156, 17-18=0/4965, 16-17=0/4965, 15-16=0/4729, 14-15=0/4729, 13-14=0/2182 WEBS 4-18=0/479, 2-20=2512/0, 2-19=0/2222, 3-19=-766/0, 11-13=-2480/0, 11-1 4=0/1 767, 10-14=-263/0, 9-1 4=-1 144/0, 9-16=0/521, 5-16=-115/362, 5-18=1203/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x6 MT20 unless otherwise indicated. 3) Plate(s) atjoint(s) 20, 17, 13, 12, 1, 6, 18, 4, 2, 19, 3, 11, 14, 10, 9, 16, 7, 5 and 8 checked for a plus or minus 0 degree rotation about its center. Dead Load Deft. = 1/4 in 3x6 FP= 3x6 FP= 5x8 = 0 00 g'= e3 224-0 14-8-4 CSI. DEFL. in (loc) I/deft L/d TC 0.95 Vert(LL) -0.3616-18 -728 480 BC 0.80 Vert(TL) -0.6416-18 >415 360 WB 0.63 Horz(rL) 0.07 13 n/a n/a (Matrix) 4) Plate(s) at joint(s) 15 checked for a plus or minus 5 degree rotation about its center. . 5) Refer to girder(s) for truss to truss connections. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 178 Ib FT = 0%F, 0%E Warning PkneeAuoaght(mrie�tCe14ROOF tUSf[S('Slll[tj,GEXIPAITIPkSA[Dp01110AS(IISIDMIAI'BUy[YjA([%Dy7([DL[MEHPI¢,mge,Jydesigop¢mme,e .dm¢4Wes.Ii,Ins,O,daD-i¢D(TDO)mdtheM.-ILbrN-,Pl.Ielerena Sheet Ufa, ... Wleesoth ilri smledontleEDD,ovly MANUELMARTINEI,P.E k1d mnerde, plote,,hd be used for the 1001¢be..Hd. A,.Loss Design bgioen (is, Speddty Ehgmea), the uol..oglDO « preuAc oe muplome of the pnleni¢noI eegina,¢gmp.n,3i4ry LrBe deoige aloe,®p6l,n,depided ¢¢ the IDD ¢nly, wdn TPId, The desig�.,esmpfee:,loading eovGfion, Whilily ud-of 1%Tn To Bolding is the nepn,a.T4y dthe 0... lAe Ov.¢r, Mhmned¢geM.,d:eBu'udrcy Onipne4i¢@em¢Rddthe llGthe llC.tha Seal Eudding nde nod lPl-0. Thoopproyol¢IthelOD e¢deny field we.l the Luu,imla2ng h.¢d0ngsbnye,imloDoNa. ondhmimg,,h¢O he the #047182 \rnpo Wy dib.g:elcing 0agnr¢nd(om¢dm.Al¢otn edcul in the NDeM IM1r p,u6u,aed gcideinesef%a BoildNp[ampooem Soleryhdo,mofieu(86gpoEli,hedby lPl end SB[A¢n mlaeoadfoegmerdgideme.KIM... the mp... hiONemd dune.1lbe ins, Degaur,W. Design Eegineu and bon Ynokdore, uh4 lhd,e defied by.(.nftw.geeduponin•riNnghy all p.rtK,Me.6ed.1he Tmn Oedgn bgineeri, NOT the 16ddingOnlgnn ar Lon Srym Engineer I.-ybeilbeg.p0Cnpitolindtem,me.rderined in TPI.1. IUU19 (IlOrliOa (Ir. r.pyrigbf © I015 A•I IodNun • Th ud Mo,fi-, P.F. lepnk ion o1 thi, d-of, i. any Imn, S, p,Abled vilh niften pe,dW.n hen A. Boof Tnne,• M.-I Matie , P.E. Orlando, FL 32832 Job Truss Truss Type QtY Ply Std Pac/6812 EL B A0586110 62808 FL14 Floor 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:15 2015 Page 1 ID:FJM?bXpxJBWbW8ogQlll UfzJdIJ-y618BvUG?TUA7kbpaGdfLlg4xfp8Ufwi¢MU4F9yYVsi 1-7-8 2-0-0 , , 1-10-8 , 1-1-2 , �T 3x3 11 3x3 = 3x3 11 1 2 3 3x3 = 4 3x6 = 5 10 3x6 9 8 1 Svd I 1 RvA I I 6 ;riA = 3x6 = 0 cy , 2 0 0 , 3 0 0 4-0 0 6-1-8 7-7-2 2-0-6 1-0 0 1-0-0 2-1-8 1-5-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.25 Vert(LL) -0.02 8 >999 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.23 Vert(TL) -0.02 8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code FBC2014frPI2007 (Matrix) Weight: 49 lb FT= 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 6-7. REACTIONS. (lb/size) 10 = 342/Mechanical 7 = 539/0-3-8 (min. 0-1-8) Max Grav 10 = 354(LC 3) 7 = 539(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-323/0 BOT CHORD 9-10=0/323, 8-9=0/323, 7-8=0/323 WEBS 4-7=-260/0, 2-10=424/0, 3-7=431/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Wamiag-Pieosethmooghly nvimthe11 ROOF IRUSSES('sHIE➢I,GLNERALTOW IF ONDIIIONS(1SIDANR(`gUTLP.jA(If40WtrgtENEHY!orm. Verily designpmametersmdreod notes on this!mse Design Dmeiag (!06)w4,he kneel Notlioa,P1.Ideme. Shut bet ore use. Wlecs ot6errise stated on McTOD, only OE I Inldl enordorplot,, shoU be umdlorEhr lOOlo he eogd. Asadeoss Desigo[aginen Q.e,Spe,ialty Engineer),Ruaol on soy lDD rtPresems ooacmp,anmoE the pro!escienoleoginae,mgmspoxs�iliry!or the dngn of the snigia lmssdepitled an the lDD only,under iP4l. The design usswnpfroa; boding -es. 1, �'AN IMART NEZ, P.F. /��\ soAa6il:yend useof this Tn,to, onyleOding is the msponsibility of the Owner, the Onenes's oothor@ed agent or The Roildirg Dmigne,, in the enter,tot the IT, the TIC the larol6udding We oed T10. Theoppraral of the TOO endonr field oseofthe Tmn,Endudinghondfing.stonege, insiokbon end bmsing, shall be the #047182 / C\m,se,ihOiryofthe Wising Designer end Uter.do,.ADnotes set out inshe TODend the pmtNmsnedgeidd-of the Duilding%berylnionessi,DI(SQpublished byIII one! SOCAone rehraomdbe, gaomlVibdone.IPHdefinuthe rmpo Miles and Met olthe Sms,&signer,➢unUsti. Name, oA1 10019(horltonCir. Te Arotemrn,anins athvdm dehaedbyo(onbodogreed Pon is.6fieg by all pnfies!neahed. The Itn,Oe,ign Engineer i, Rol the OWking Design or hos,Sydenbngineer for nay Wdiog.All Copitelind terns on, o, dd-d in FP(1. Copyright ©2015 A -I Roof Tns--Memel Audi-, PL Repndu,fion of this deemed, in nor lore, is inhibited wan r,idenperminioa frean A -I Rod Tmue,-Nome]Nodi-, P.L. - Orlando, FL 32832 Job Truss Truss Type Oty Ply Std Pac/6812 EL B AO586111 62808 FL15 Floor 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:15 2015 Page 1 I D:FJM?bXpxJB WbW8og011lUfzJdIJ-y618BvUG?TUA7kbpaGdfLlg4wfpuUfyKZMU4F9yYVsl 1 1-7-8 1 2-0-0 1 1 1-10-8 , I, 3x3 11 3x3 = 5x6 = 3x3 11 1 2 3 3x3 — 4 5 i 103x6 = 9 8 e — 11 4 A— 11 6 6-1 1-0-0 3x6 = LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) I/deft Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.25 Vert(LL) -0.02 8 >999 480 TCDL 15.0 Lumber DOL 1.00 BC 0.25 Vert(rL) -0.03 8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code FBC2014frP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 6-7. REACTIONS. (lb/size) 10 = 357/Mechanical 7 = 428/0-3-8 (min. 0-1-8) Max Grav 10 = 359(LC 3) 7 = 428(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-332/0 BOT CHORD 9-10=01332, 8-9=0/332, 7-8=0/332 WEBS 2-10=-436/0, 3-7=-390/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 46 lb FT = 0%F, 0%E W-mg-Pkenthoroeghty yHydebgu porometenaod uad nontoc Msinss Deugo OraeieghDDlmdlhe kenos) Nsdiner, H. lelemnm Sheet bd use. Wless m6errise stated one6e 10D,anly MANOELMARIINEZ,1`1 kilek nnaetlm pkles sM1ol be med for the IDO Po he aohd. Asa Loss Oaige Inpin¢r (.e, SpedoNy Eogkca),t6e uol anaq IDD « pasems oe oneplona of the poleuienel eepmm¢grnponffiiGly Im IM1e des'rya oltF:e srgle Trars depicted en the 1DD only, ondn IPDI. The desiDs msmoptues, IooGng eoa&lioes. saitobiliry oed use of lbiskun for and ru0diug is ]he raspsu,61ityo1 the 0eear, The OvneiseuibmW agedur The Building Dnignel, in she mntexl of the K the l¢L the lad hmlding lade ad lPIJ. Meopprow14the TOO and gfield useo16,Tru,s, iudedng hondling, skmge,ioahlion and bn0j, shell be the #047182 \rnpodbd'i.fthbutlirngathe prufiusaodguideineso(thereildingComponeetSalerylnlornwtioe(8(Sl;poblisM1edbyTF1ndSECAare WvisuadWSmenlgiin..IMdefn 6,,esponmitfinenddutiesdthakmsDes1pa,Im 0,irsreparml 10019fhorltonCir. I.. Ymul.dam, elders A-ln defied by a (sekne egged epeeix aitag by all pmdes Mal' d. The Tmss Oniga Fngieeer is NOT the luliding 0m0gnm ar Ilan Syd-Engineer kr ery hnldhg. FO (epteDad I—, use as defined k TPI.1. Copyright©¢01S A I roof )lanes-MaauelNodioes, PF. ¢eprodudioo d this demo 0 ix eny Imm, is pmhibiled r;th sninen permission hem A I AooS Tmsset• Hunuel Neaine; P.I. Orlando, FL 32832 Job Truss Truss Type Qty Ply Pac/6812 EL B A0586112 62808 FL16 IA Floor 1 1 Job Reference (optional) WA Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s. Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:15 2015 Page 1 I D:FJM?bXpxJBWbW8ogQlll UfzJdIJ-y618BvUG?TUA7kbpaGdfLlg4vfprUfyKZMU4F9yYVsl 1-7-8 2-0-0 1 f 1-10-8 1 9-2-17 3x3 11 3x3 = 3x4 = 3x3 11 1 2 3 3x3 4 5 10x10 = 3-0-0 4-0-0 6-1-8 , 6-8— LOADING (psf) SPACING- 2-0-0 CS'_ DEFL. in (loc) I/deft L/d PLATES GRIP . TCLL 40.0 Plate Grip DOL 1.00 TC 0.25 Vert(LL) -0.02 8 >999 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 . BC 0.25 Vert(TL) -0.03 8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 46 lb FT = 0°/ F, 0%E LUMBER - TOP CHORD 2x4 SP No2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 6-7. REACTIONS. (lb/size) 10 = 358/Mechanical 7- = 416/0-3-8 (min. 0-1-8) Max Grav 10 = 359(LC 3) 7 = 416(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-333/0 BOT CHORD 9-10=0/333, 8-9=0/333, 7-8=0/333 WEBS 2-10=-437/0, 3-7=-391 /0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Woming PkoseMorooghlyteroiew lhe'A IROOF IRDSSFSrSHU11MMEAAIIEBkSA(DNDISIDNSCUSIOMFB I'BUI'[BjA(pIDWIED4EkFHP Weer. Pelilydnapnpmorselersaod nod notes oathis Lass gedgn Dining Q0Dlrnd the Nonni Mo°iaq,?L fefeeeni, Sheel before use. Unless otherrise9.16 on the no, onSy MANUEt MARiINEZ, P.E. I4feA mnrzdai plaesshol he vud for the IOD k he aofd. is of.,, Bill. Eq—, (.a, Srsishy Eoginent the seal.. vay 1DD mpteuds ay.neptonu of Ibe prolndonoleegineniaguspa.sSBily lot Ike des'rye doe dvgl,T,. depirkd an the TDD Duly, uodn 1M. The design ossmoptiovs,lavfing amddion, sohliililyord use .1lbisbus tot miy Bugding is The eespooibifs, ofthe O.oer. Die One's eulhorkcd.genl or lha Building 0edgna, in the mnLsl 0 she nl4 lbe Xtie load budding code old M-1.tA<opproealollFei70 and enp Sielduse of NroLuct,Sndudnl Bond6ng,+tomge,ieshlblion ondbmting,shelf be the #047182 / !\rnpoodhdiryotlAalutlding0edgaarand(oeb�dor.AloaksWool in[be TOO end the pmt0nsend g.ideBnosolthe Building (omponemSoletylakrroolinfl(51!poblishedhylpiand SHIAl" Wnenndkr Raised ridese.IPWhire's theresponAilifinand closer of the Truss DeslgaerjiussDesign Eagineerand I0e19(hoElfon(iE. I." Movekdurn,.&% of livid" Mood by a (mMere egreed upon in rreLg by .11 P.C., braked. The Loss Design fogmeer is NOT the Building Oeugoei or buss Syo-Engineer for oey bsildi q. All EapOafud lerns me., hand In 1P1d. topyright Q 2015 A•IRun( I ...... Al —al Alelti-,P1. Reproduction of this do —it, in anyform, is prohibited•ith written p—iuian hero A.I PuntTruue M-1 M.diun, P.F. Orlando, R 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B 62808 FL17 Floor 1 1 A0586113 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:16 2015 Page 1 ID: FJM?bXpxJBWbW8ogQIIIUfzJdIJ-QlbWOFVvmncl luA?8z8utyDFi29MD6BTn?EdnbyYVsH 1-7-8 2-M I I 1-10.8 1 i 1 0-12 3x3 11 3x3 = 1 2 3 3x3 3x3 11 4 3x6 = 5 10 3x6 = 9 8 1 Svd 11 1 RvA 11 6 _q FA _ 3x6 = 240-0 140-0 140-0 2-1-8 1-54 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) ;I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.25 Vert(LL) -0.02 8 >999 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.23 Vert(TL) -0.02 8 '>999 360 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) I Weight: 49 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 6-7. REACTIONS. (lb/size) 10 = 343/Mechanical 7 = 535/0-3-8 (min. 0-1-8) Max Grav 10 = 354(LC 3) 7 = 535(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-323/0 BOT CHORD 9-10=0/323, 8-9=0/323, 7-8=0/323 WEBS 4-7=-257/0, 2-10=425/0, 3-7=430/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard homing- ph" fhmoaphfysei.A.'ATROOF @USSES11111111,GalYAI111#31(DIDIIIOASUSTOMFIrOUVIRjAnNO IEDWMEItrW.Verifydesipnp —ten aodrmdnoseson'hisI.%Cap Dr Lg0DD)mdthe fennelWrtleeyH.IfereoeeSheelhehreuu W,notk-he*WonthToo, cefd AMANOEIMAATINEZ,P.E. Milk- ft. plAto shutbe—d foe Me TOO lakee.Ed.1,.Tton Oesige[,pincer Le,Sp, dully[oglnevjfbe 1 ao.1Too mp—asaooneple-AN. pmlessimol'4neetingraponihikry f:, He desige ofMesbgfeTi d,odedee the Too Wy, odderTP1-I. The designessumpfioa,ko6ngewdihaes, ��\'Abittlyaed um of Ibis iron I., o� y be hs if thefespomihlGry olde Omr.the Ow,s whnhd a gent of IF, eadieg Dngno,be the ceehgdthe 11416, IK the lad hodiieq ed,..dips-T.The o V-1.16,TOO and my field we0the No, fA611.41g*np, ieA.0 kn W bmfing, shall be The #041182 \eespomldifyollhnlalcingD:dgnerond(oeneaot.A1n!e,setaulielhsTDDeodlhepmflmsaedgeidekoesolrieloi ng[omponeelSnlerylnlmowfian(I[SlJpublishedbylPlmdSlGore�efaaomdI.,genvdpidwe.IPHden th,mp-ibilifiesmddotimolfb:Tr Deigew,Imnoesiphgineerend 10019(horlton(ir. Tmm Mon:feMmy eeleu olbn h,defi.ed bya(enhml.cuedep.nionrElegbyall pofnievernd. The Ttms Mine fngineer4801 IF, building Design., oe T System feginen for ooy heifdiog. AU(o016md term om m 11 E.ed in SPOT. (opyrigbf@2015 A-1 her Tmsms- Muni Mmfioef, PL bepm&n.. of 64 dam 0, in ney lmm,iA prnhihited with wiam peminiee from A.IInfTmsses- Manuel Norfinev, P.E. Orlando, ft 37832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B A0586114 62808 FL18 Floor 2 1 Job Reference (optional) AT KVVr IKUJiACA, rum r'ICKI.C, rL J4540,.UU519H((Dd ILIU55.a:U1fl 2i 3x3 11 4x8 = 1.5x4 11 3x3 = 1 2 3 4 Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:16 2015 Page 1 a� a� 5 ID:FJM?bXpxJBWbVAogQIIIUfzJdIJ-QlbWOFVvmnc1 IuA?8z8utyD6c206DxHTn?EdnbyYVsH f_i I 2-0-0 1.5x4 II 3x4 II 1.5x4 11 3x3 = 3x6 FP= 5 , 6 7 8 9 Dead Load Dell. = 5/16 in 1.5x4 11 4x8 = 3x3 I I 10 11 12 � .1, 20 19 18 17 16 3x6 = 4x6 = 3x8 MT20HS FP_— 3x6 = 1.5x4 11 LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 15.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP M 30(flat) `Except' T2: 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) 'Except' 132: 2x4 SP M 31(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 20 = 1337/Mechanical 13 = 1337/0-3-8 (min.0-1-8) Max Grav 20 = 1337(LC 1) 13 = 1337(LC 1) FORCES. (Its) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3497/0, 3-4=-3497/0, 4-5=-4844/0, 5-6=-4844/0, 6-7=-4728/0, 7-8=-4728/0, 8-9=-4728/0, 9-10=-3492/0, 10-11=-3492/0 BOT CHORD 19-20=0/2042, 18-19=0/4412, 17-18=0/4412, 16-17=0/4728, 15-16=0/4728, 14-15=014418, 13-14=0/2037 WEBS 6-16=298779, 7-15=-497/0, 2-20=-2368/0, 2-19=0/1698, 3-19=270/0, 4-19=-1068/0, 4-17=0/580, 5-17=-399/33, 6-17=-405/585, 11-13=-2362/0, 11 -1 4=0/1 698, 10-14=-287/0, 9-14=-1080/0, 9-15=0/832 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Refer to girder(s) for truss to truss connections. 12-6-7 13-Fr7 1- 1= 15 14 3x4 11 4x6 = 'L- 9-0-1 H 13 3x6 = CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.83 Vert(LL) -0.3816-17 >703 480 MT20 244/190 BC 0.82 Vert(TL) -0.6616-17 >403 360 MT20HS 187/143 WB 0.81 Horz(TL) 0.11 13 n/a n/a (Matrix) Weight: 121 Ib FT = 0%F, O%E 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 or; and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Warning-Pl<oseMoroughlyramwlbe9IROOF TADSSIS(VIIn],6TNERALTTLNS1(OpOlIiONS('SIOANRrOUYnjA(NNgWSFD6ENEH1'ImmVertydesignpotomnenaodrmdnotesoothis Ondessoth-isesrmedonthe11i MAIIUEIMARiINEl, P.I �1BIeA mnoator prolesslolbroadforthe IDe m Oubild, Asw Bussgesignlogur (.e,Sperially Enginea),the seal unary IDD reprzuNs as aaeplanmofIM1e professianol eogineelirgesparsB�ilityforfh<desigr. of the single irmsdepideden the IDO only, under ID41. The desipi msumptroos, loading sondilon, suitobifily and use of ITT,I.e. far any Budding is the rospunsiMlity of theOwner, The Owner's oulhmirad agent or IM1e Building Designer, in The mntexl of floor, the III, the load budding rode andTPLl. Theupt, I of the TOP and any field use af6,Truss, indush.1Nadring, Voiap, iaAuNafion and broriog, than In, the #047182 mspoas5diry a0ha ladtmg gasignerondCoanertot. AB noses setaut in the IDDend the pmrBme and guidelines of the Building Componeat Salery infatuation P(51)published by IF! and SBCA Are rekrenmd W Benentguidanm. SP4l dehrtssshe respaosa;ihlies and dudes o116o imss Wslgaer,liungesign Engineer and 10O19 (hgrltgn (ir: Lust YocukMrer, antes othvwite defined by a (anNutaereed upon io ariNng by all partln [ vnWJ. hour gesign Engineer is NOT Me Building Designer or Truss Systembngineer for any bnTdlog. All (opimlued terns at as def end n TPid. Copynght©2015 A-1 Roof Trusses -Manuel ATmli-, P.E. Aepradu rim of this dummeat, in any loru, is prohibited with wrlaan perurssion(rum Ad loaf Trusses • No or el Motlinen, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply Pac/6812 EL B A0586115 62808 FL19 Floor 2 1 �Std Job Reference (optional) A muur imucromo, runt r1Ct[uC, rL-t-tu, ueJregrr�arnu�a.wrtr ' 2�— 3x3 11 4x6 = 1.5x4 11 3x3 = 1 2 3 4 Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:17 2015 Page 1 ��g ID:FJM7bXpxJBWbW8ogQlllUfzJdIJ-uU9ubbWXX4kuN21Bigg7QAIH7SLryOrdOfzBJIyYVsG 1.5x4 11 1.5x4 11 3x4 11 3x4 11 3x6 FP= 5 6 7 8 9 Dead Load Defl. = 1 /4 in 1.5x4 11 4x6 = 3x3 11 10 11 12 1 PH I 19 18 17 16 15 14 3x6 = 4x6 = 3x8 MT20HS FP-- 1.5x4 11 3x4 11 4x6 = 4x6 = 3x6 = ' 11-2-1 1-0-0 ' 1-0-u Plate Offsets (X Y)— [14.0-1-8 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) -0.35 16 >754 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.79 Vert(rL) -0.61 16 >432 360 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.79 HOrz(TL) 0.10 13 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 120 lb FT = O%F, 0%E LUMBER - TOP CHORD 2x4 SP M 30(flat) *Except* 4) "Semi -rigid pitchbreaks with fixed heels" Member T2: 2x4 SP No.2(flat) 'Except' end fixity model was used in the analysis and design BOT CHORD 2x4 SP M 30(flat) of this truss. 62: 2x4 SP M 31(flat) 5) Recommend 2x6 strongbacks, on edge, spaced at WEBS 2x4 SP No.3(flat) 10-0-0 oc and fastened to each truss with 3-1Od BRACING- (0.131" X 3") nails. Strongbacks to be attached to TOP CHORD walls at their outer ends or restrained by other means. Structural wood sheathing directly applied or 5-0-8 oc purlins, except end verticals. BOT CHORD LOAD CASE(S) Rigid ceiling directly applied or 10-0-0 oc bracing. Standard REACTIONS. (lb/size) 20 = 1316/0-74 (min.0-1-8) 13 = 131610-3-8 (min.0-1-8) Max Grav 20 = 1316(LC 1) 13 = 1316(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3424/0, 3-4=-3424/0, 4-5=4694/0, 5-6=4694/0, 6-7=4587/0, 7-8=4587/0, 8-9=-4587/0, 9-1 0=-341 910, 10-11 =-341 910 BOT CHORD 19-20=0/2005, 18-19=0/4302, 17-18=0/4302, 16-17=0/4587, 15-16=0/4587, 14-15=0/4306, 13-14=0/2000 WEBS 6-16=374/105, 7-15=-467/0, 2-20=2326/0, 2-19=0/1655, 3-19=268/0, 4-19=1025/0, 4-17=01577, 5-17=460190, 6-17=-454/716, 11-13=2320/0, 11-14=0/1656, 10-14=-285/0, 9-14=1035/0, 9-15=0/782 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. Woming-PleusetRoroughty mvie�uthe'Ad ROO(ItInS[S('Sal[Rj,G[NEBAIIlRk1d(DgDIIIDAS NSSaM(1('gDRPj A(CMDWISDtFXEM1T Soim hrifydesignporamefersaod read notefor this Srou Deign UmdagjlDD)mdehdkanud Yartieet Pf. Eelerenmlheel Eelare use. Unfair nhurrise imld onehe TDD, Daly MANUEL MARTINEZ, P.E. Milan mnenfet plelesshall he used for the ND to he.old. As ufair Design hg4re,r (i.e, Spedulty Fng-,),the real uu my TDD tepnseMi ou aaeFluor, of the professional eegineetieg rerper,ihility foe the dnigc of th smglelrruss deplded oa the TDD only, under TPbI. The design.—Plimn"Inling-dihon, �surobitgyme use of ibis Does (at my Budding is lhnespousihSdy ofthe areas, The o.neis emhorind agmm or the hldrg Wires, in the answ d the11C, the lhLthe lxd holding rode odTPH. Th, ppr 1.1theTDD and any field use of the Tress, mdodnl hoedhng,storage, inf.h9n and hmainp,shoD h the #04Z182 rtspoasih&ly of lha BaUimg Deugneread(om.dm. AD notes tMcN io tha r00 edihr paofinsped g<adehoesolthe Band"wgCompooealkleNlalormaUoa(A[SQpobGshed hylPi cad SBQore refeiearedhrgmerJ goidcare.iPl-1 defineslherzgaauTPi1'wsmd dune o(she T, Dedguiajaiss Desiga hiii—cad 10019 Charlton Cir. Tra%Asud.surn, meanoihmoi,, defined hya(mhoeagree qua i. urAnghyoll prefer free. The Truss Dedg.Fagmeeri.NOT the Boilding Design,,ar Lass Syslemhf... firoeyheildiogID CopifcWedInns m. os dehaed ie1P6I. (opyrighl©BDIS A•I Poaf Tmsser-Manuel Median, P.[. Beprodudiaa of this dammeot, is uny lotm, is pmhihited wDh •tisien permission from Ad Raot iron... 9anuel M.ir.", P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B A0586116 62808 FL20 Floor 6 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:17 2015 Page 1 ID::FFJJ gM?bXpxJBWbW8ogQlllUfzJdIJ-uU9ubbWXX4kuN21Bigg7QAIJuSKhyNRdofzBJ1 yYVsG 2-6-0 2-6-2 2-0-0 1.5x4 II 3x3 11 4x8 = 1.5x4 11 3x6 = 1.5x4 11 3x4 11 3x6 FP= 3x3 = 1.5x4 11 1 2 3 T¢ 4 5 6 7 8 9 10" 21 20 19 18 17 16 15 3x6 = 4x8 = 1.5x4 11 3x12 MT20HS FP-- 1.5x4 11 3x4 = 4x6 = 14 4x8 = Dead Load Dell. = 5/16 in 4x8 = 3x3 11 11 12 1 12 13 3x6 = 10-7-10 11-7-1g12-7-1Q 23-9-11 10-7-10 1-0-0 1-0 0 11-2-1 Plate Offsets (X,Y)- rl7:0-1-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.40 16 >702 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.87 Vert(TL) -0.70 16-17 >401 360 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.13 13 n/a n/a BCDL 5.0 Code FBC2014lFP12007 (Matrix) Weight: 128 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP M 30(flat) BOT CHORD 2x4 SP M 30(flat) 'Except' B2: 2x4 SP M 31(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 21 = 1413/Mechanical 13 = 1413/0-3-8 (min. 0-1-8) Max Grav 21 = 1413(LC 1) 13 = 1413(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3752/0, 3-4=-3752/0, 4-5=5366/0, 5-6=-5366/0, 6-7=-5340/0, 7-8=5340/0, 8-9=5340/0, 9-10=-3752/0, 10-11=-3752/0 BOT CHORD 20-21=0/2170, 19-20=0/4818, 18-19=0/4818, 17-18=0/4818, 16-17=0/5366, 15-16=0/5366, 14-15=0/4793, 13-14=0/2172 WEBS 5-17=307/0, 6-16=345/279, 2-21=2517/0, 2-20=0/1846, 3-20=-273/0, 4-20=1236/0, 4-17=0/979, 11-13=2519/0, 11-14=0/1843,10-14=267/0, 9-14=1215/0, 9-15=0630, 7-15=-392/171, 6-15=755/558 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plate(s) at joint(s) 18 checked for a plus or minus 5 degree rotation about its center. 4) Plate(s) atjoint(s) 1, 21, 12, 8, 17, 5, 16, 6, 2, 20, 3, 4, 19, 13, 11, 14, 10, 9, 15 and 7 checked for a plus or minus 0 degree rotation about its center. 5) Refer to girder(s) for truss to truss connections. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard winning-Pf onore,ghly re ion the 'A I agog TRUSSESrMU1111, GURRAt TERMS R(UADITIONS(USTOYIR('BUTCRIA(rNDMIDGIYnn'ImoVerify design pomne!e, nodrend enter on this Erns Dodge Onervag(TDD)o f the honest Yortiner,P.I. Reference Street before Use. Unless otheain uo!d on the TOO, if AVAceneedrr pinke Ann be cud for the ED k be eoGd As oT-Design Engineer ox,Spniolty fngim"),she ,of oncry TDD rep of, no mceplt-efno part inert engineningmporniibility[of the design d the singt, Truss depided on the ED only, codes TPl-1. The deign ossumplmns,koding,ondrfion, MANUEL MARTINEZ, P.E. scgAWAry and use of ibis Ten'sfor ony Boding is the I.VuslkTity.1the Ormer, the Oene"',onhvivednal cr She Bonita Designs"in the context of the If(,the ]RCThe bored budding rode end TPt-1.Th,opp-1 of the ND end any field ore of The Tmn,i.W rl Eudrngstomp, iedollefion end b,efier,she0 be the #047182 / S\rnpoovbUilyoSlAe6:nidingDagnerendContr¢stos.Aluses red cut nthe TDOend the presents oodgu4ernnofthe ley-1CompenerdWelty lydeei.. PESO, published byTPland SECAerettfmanndPorgwenlgridrore.TP4ldefinerlAerespoerlifitimmdduti¢eelfAnimssWugaer,hongeugn[egineerond 10019(hg(Itgn(iT. �Tnn Y¢eukmrrn, on!ns mAatdu defied by o (nnbodo5red ¢Poe io enicng by.11 pwdn hreetrd. The Toss Design Engineer isNOT The loilding Designer or for, Sets-logineer In, oey beUdi,g in C.01,rud fin..... err defined inTPld. Copydghl©2015 A -I Roof Trtrues-Nonind Aloefi-, P.F. Repododion of this d.-..f, in cry In,n, Ss pmhibib d Qfe voriden perinkriop hen A7I Perot Tosses.lAcco t Nndiner, P.E. Orlando, Ft 371132 Job Truss Truss Type Qty Ply Pac/6812 EL B A0586117 62808 FL21 Floor 2 1 ��Std Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul�28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:17 2015 Page 1 I D:FJM?bXpxJB WbW8ogQlllUf7JdIJ-uU9ubbWXX4kuN21Bigg7QAIG4SKAyNgdOfzBJ I yYVsG 2-6-0 2-6-2 �2-0-0(1 3 4 1.5x4 II 3x3 11 4x8 = 1.5x4 11 3x6 = 1.5x4 11 3x6 11 3x6 FP= 3x4 = 1 9 3 a 5 6 7 a 9 i 21 20 19 18 17 1615 3x6 = 4x8 = 3x12 MT20HS FP-- 1.5x4 11 1.5x4 11 3x4 = 5x6 I I LOADING (pso SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 15.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP M 30(flat) *Except* T2: 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) *Except* 132: 2x4 SP M 31(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 21 = 1397/Mechanical 13 = 1397/Mechanical Max Grav 21 = 1397(LC 1) 13 = 1397(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-369610, 3-4=-369610, 4-5=-5246/0, 5-6=-5246/0, 6-7=-5232/0, 7-8=-5232/0, 8-9=-5232/0, 9-10=-3695/0, 10-11=-3695/0 BOT CHORD 20-21=0/2142, 19-20=0/4736, 18-19=0/4736, 17-18=0/4736, - 16-17=0/5246, 15-16=0/5246, 14-15=0/4710, 13-14=0/2144 WEBS 5-17=-295/0, 6-16=-477/400, 2-21=2484/0, 2-20=0/1813, 3-20=272/0, 4-20=-1207/0, 4-17=0/937, 11-13=-2487/0, 11-14=011810, 10-14=265/0, 9-14=-1184/0, 9-15=Of739, 7-15=-489/307, 6-15=982f791 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plate(s) at joint(s) 18 checked for a plus or minus 5 degree rotation about its center. CSI. DEFL. in (loc) IIldefl L/d TC 0.85 Vert(LL)-0.3916-17 >708 480 BC 0.83 Vert(TL)-0.6916-17 >404 360 WB 0.86 Horz(rL) 0.12 13 n/a n/a (Matrix) 4) Plate(,) atjoint(s) 1, 21, 12, 8, 17, 5, 16, 6, 2, 20, 3, 4, 19, 13, 11, 14, 10, 9, 15 and 7 checked for a plus or minus 0 degree rotation about its center. 5) Refer to girder(s) for truss to truss connections. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design . of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at' 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Dead Load Defl. = 5/16 in 1.5x4 11 4x8 = 3x3 11 10 11 12 1 14 13 4x8 = 3x6 = PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 127 Ib FT = O%F, O%E Warning.Ple-fir,oughlyrvuo the'61 ROOF SRUSSES(VItIII GINIFAI I(RYSg(OgDIIIONS(1SSDYSg(IHIT jA(KNOWIVOWINfW. yniy design paromelen a Ad read Pat,, on MisFross 0euin Drawing POD) and the Yoouel Are diner, P.S.Ieferenne Sheet before use. Unless otherwise stated on the RD, only MANUEL MAITINEZ, P.1 AIIeh,Pnaecta,plot,, shag be used far the TOO In bevolid.A,aW. Design Idgi... I(i.,, Speuully(ngldee,),Poes,of aaPay TDDrpv.sd, an Pneplanr of the Fmfessionolenginee,irgespu.ibilittj For the desige of UP single I dcpided on the TDD Ply, und,,1?[1. The design-Pof-, loading-cfir-' scitobfilyaAd use of thisIdn" for my guiding is the min,nsifility, o16,Done,, the Dean,%aelhmued agent a,IF, 80dirg Designer,io the moteat of the III, the IIC, the local budding code oAdTfl-L The uPP,om1.16,RD and any field use of The lmn,indudng handling,,brag,, imfollnison and Irving, shop be the #041182 ' respaa4hdiry al lAe guilcingD:dgner ond(onnadot. All Pates set out is the 100 and the Indices and guidelines of the Building E.unis et Salary lof-efirAgKSi published byIlf odd SRC4Prmfernmd for general gaidaore. IM defines the,espoo,lPIe, and duties ofib,truss Oesigder,Duss Design Eaginee, and . IOU 19(hOrlton(Ir. imss Yaeotactu,e,,anlns dth."wlu defided by o (Pnhatf dared upon iP wrYing by all pdrt�eiavdved. The l,uss Design Ingineer hNOI the lending Design,, ar Na, Sydem Engine,, far any beiidi:g. All60telired far., me as defined be WI -I. Copyrighl®7015 A.I Rod I. --Manuel AAWimr, PE Reproduction of this do-ent, in any farm, is prohibited with mitten pemiseian lam AA Real ....• Y.... I Nodiner, I.E. I Orlando, Ft 32837 Job Truss Truss Type Qty Ply Std Pac/6812 EL B A0586118 62808 FL22 Floor 1 1 Job Reference (optional) HI miur imuooro, rQmj rimm m,rL KU140, uCSl(JrIUWd I trubb.W111 3x3 11 4x8 = 1.5x4 11 1 2 3 Run: 7.620 s Apr30 2015 Print: 7.630 s Jul28 2015 MiTek Industries,, Inc. Wed Sep 30 08:41:18 2015 Page 1 ID:FJJMM?gbXpxJBWbW8ogQlll UfzJdIJ-NhiGpxW910s1_CJOFOBNzNI V1 sfNhpEmFJjksUyYVsF f11 r2-0-0 i--i � 1.5x4 11 1.5x4 11 3x4 = 3x4 = 3x4 11 3x4 11 3x6 FP= 4_ 5 6 7 8 9 10 LL LI LV IJ IV 1l IV 3x6 = 4x8 = 3x12 MT20HS FP-- 1.5x4 11 1.5x4 11 4x6 = 4x6 = LOADING (psi) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 15.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014frP12007 LUMBER - TOP CHORD 2x4 SP M 30(flat) BOT CHORD 2x4 SP M 30(flat) *Except* B2: 2x4 SP M 31(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 22 = 1446/0-7-4 (min. 0-1-8) 14 = 1446/0-3-8 (min. 0-1-8) Max Grav 22 = 1446(LC 1) 14 = 1446(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3860/0, 3-4=-3860/0, 4-5=5554/0, 5-6=-5554/0, 6-7=-5614/0, 7-8=5554/0, 8-9=-5554/0, 9-10=-5554/0, 10-1 1=-3860/0,11-12=3860/0 BOT CHORD 21-22=0/2227, 20-21=0/4954, 19-20=0/4954, 18-19=0/5614, 17-18=0/5614, 16-17=0/5614, 15-16=0/4955, 14-15=0/2227 WEBS 6-18=-281/268, 7-17=-281/268, 2-22=-2582/0, 2-21=0/1907, 3-21=-267/0, 4-21=1277/0,4-19=0/785, 5-19=-350/166, 6-19=-759/438, 12-14=-2582/0, 12-15=0/1906, 11-15=-267/0, 10-1 5=-1278/0,10-16=0/784, 8-16=349/166, 7-16=-760/437 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plate(s) at joint(s) 20 checked for a plus or minus 5 degree rotation about its center. limiBOMMIF11 Dead Load Deft. = 5/16 in 1.5x4 11 4x8 = 3x3 11 11 r 12 13 4x8 = CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.58 Vert(LL) -0.4317-18 >669 480 MT20 244/190 BC 0.90 Vert(TL) -0.7617-18 >381 360 MT20HS 187/143 WB 0.91 Horz(TL) 0.14 14 n/a n/a (Matrix) Weight: 132 lb FT = 0%F, 0%E 4) Plate(s) atjoint(s) 1, 22, 13, 9, 18, 6, 17, 7, 2, 21, 3, 4, 19, 5, 14, 12, 15, 11, 10, 16 and 8 checked fora plus or minus 0 degree rotation about its center. 5) "Semi -rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard earning- Main itorou only revimthe 'Ad goof TRUSSLSI'YFLL11j, GENERAL TERMS &(DBDI➢DBsOSTGAORrBUY(BjACMNOMIGGINLNrfmm.Ywifydeugop annalersandreodWas oathi,W%Deup11-iogPro) and the MundAtarina,U.farereamSheethefmw.Gnus ndeirs.-al a- an, Too, only MANUELMARTINEZ P.E W7eA mmedesploles sM1aU he osedfor the IDD la he aofid. 4s a Lou Design Fnginear (.e., Speriolty Fngmarhthe uol onany 1D0 rcpreunts ao a¢rylonrt of the profenionol eq1-irg responi6ilily Im IEe desigr. o1N:e single Luss depiskd en the IDD only, undel TPId, The design ossamptbos,looding amdiUon, ///,���\ wnob;Uiyoad uuol tM1isliuss for any Building is the ravt,nsihilie ofthrOwnei, the Orner nuthorilad agent ortM1e Bnildirganigaer, in the moh.1.111e lBC,the lBC,the lual budding aodeaad Rl I, Thmupp-1.fthel0D and my fielduuol Mc?runs,imlud;ng haadhng, sbage, insfobodon and bmdaphall bathe #047182 \respowb&ty of Ilia Building Designer and Co Neflu. AN notes Wed in the Too end the Dmfius and geid4nes of the Building lemponentSoftly lal-kafenl!pubgshed by TPl and SBLAat, refaenmd(eyetralgaideam ME defines Me responvTNitksand dNin ogtharuss fkugner,imas0esign Eegineer and 10019 (horlton (ir. TrvssYoiotarmrel, onlns olMrrLldefined by a (onfmnagraed epon is rriNngby oll polNes lnvahaed. The Moss Onign fngioeu is NDl the BuiNingbesignel ar Luss Systenfngineer far nay bul&g. All Capmliud le........ Annul he WE 1. Copyligbt©20IS A•1 Pml busses • Yanuel Yoaieeb P.E. AeproduAion aphis dommeal, in uny loan, is pmhihited with rlitten perminiou6em A•1 Aoaf Trusses- Nmmel LAW: al, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply �Std Pac/6812 EL B 62808 FL23 Floor 6 1 I A0586119 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altTuss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:18 2015 Page 1 ID:FJM?bXpxJB WbWBogQlllUfzJdIJ-NhiGpxW910s1_CJOFOBNzN I WDsmzhz9mFJjksUyYVsF 2-6-0 1-8-0 2-0-0 3x3 = 1.5x4 11 2 3 3x6 = 1.5x4 11 3x3 = 4 5 Dead Load N.IL 1/16 in 6 3x6 = 4-6-8 5 6 8 6 6 8 10-6-6 4-6-8 1-0-0 1-0-0 3-11A4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) -0.09 9-10 >999 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.48 Vert(TL) -0.16 9-10 1>765 360 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(fL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 58 lb FT = 0%F, O%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10 = 617/0-3-8 (min.0-1-8) 7 = 617/Mechanical Max Grav 10 = 617(LC 1) 7 = 617(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1006/0, 34=-1006/0, 4-5=1006/0 BOT CHORD 9-10=0/813, 8-9=0/1006, 7-8=0/820 WEBS 4-8=-277/0, 2-10=-943/0, 2-9=0/371, 5-7=-952/0, 5-8=0/434 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard W. mg-Ple-thmo.gdywrierlhe'AdROO(TIU1S[SrSalllj,bTXIPAl1EgY1A[OYDInDNS(DSiDNIr('BUY[rjA(1110WIFD6INEBPIaimgutlydasignpommelersardrendwl".IashuuDesignDs i.gODD) mdsleYonueSYaniner,PEleFerenmSheelbehmm.Unkss.6-isessdedwit.Too, odj MANUELMARi1NEZ,P.E. ARM w—darpldn.der be usedle, the TDOFaheangel.As. moss Oe.ig.[ngineer(.q Spednity E.giaeal,t6e"d on ayTDDrepm dsonnneplame a(@eprdnsianal.Si—ingms;. dbilibyg.,ttednig,doe".It,I—slepideden the 100 enly,uod"TPI-1. The design.ssumplps,badiag mnditi.n, ninbilily and me.11%Tms.Is, wy rmlding is lh,rnpamib1itydthe0-t, the Oner's uthorimd aged or Ma Bugding Dnigner, in the melani0 rfeIt( Ili, 11C A. Bud huddmg tod. urd TP4l, the app I.1the TOO anal gHeld use al IS. Truss, indudng I..dUrm,sbmye, indaD.N.naa betting, s1u0 be the #041132 / !\ee.p�aslb&ty.ItheBudding0etigneread(.uh.d.r.AOndnsel.dinlhnIDDendlNapmrfirnaadgaidsh—Ith,hildig&( piinlSdelyldmmabenl8(SQpublisbedbylPlnadSB(A."I.let.netdIngenenlgnidenm.IMdd-6,rmpaumiftias.ndd4cdsbnTrassOaslg.er,truss0eslgnEeginaer.nd 10019(horlton(ir. �Tmu Yncuhdurn,edess athndse definedhya(onlmdoyneed opon in ninngby ollpndln hraInd. The imss geslgn hSi-r is NOT the Building Onipm m Lets Syslen Fngineer lot nybuildgo All Uoidimd Inns onus deleted I. TPI.I. 6pydgb10201S A-1 gad imss...W-1 Ymliney Pf. gepmdudi.n.I this dammed, is any Berm, is pr.hihited ritb r"inen permini.a Gam Ad goof Trusses-Nanuel Yndfner, P.F. Orlando, FL 32832 Job Truss Truss Type QtY PIY Std Pac/6812 EL B A0586120 62808 FL24 Floor 1 1 Job Reference (optional) -Al KUUI- I KUJJtJ, 1-UKI YItK(:t, t-L J4`J4b, aeslgn(maizruss.com 2-" 103x6= Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep, 30 08:41:19 2015 Page 1 ID: FJM?bXpxJB WbW8ogQlllUfzJdIJ-rtGe0HXn3i_ccLuap5icVbrgIG6BQQVvTzSIOwyYVsE 2-0-0 , 1 0-10-1 3x3 = 1.5x4 11 2 3 9 3x3 = 1.5x4 II 3x3 = 4 5 8 3x3 = Dead Loag,1=1/16 in 6 7 34 = 4-6-8 , 5 6 8 6 6 8 10-3-1 4-6-8 1-0-0 1-0 0 3-8-9 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.61 Vert(LL) -0.09 9-10 >999 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.48 Vert(TL) -0.17 9-10 >716 360 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC20141TP12007 (Matrix) Weight: 57 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP N0.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10 = 600/Mechanical 7 = 600/Mechanical Max Grav 10 = 600(LC 1) 7 = 600(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-949/0, 3-4=949/0, 4-5=-949/0 BOT CHORD 9-10=0f784, 8-9=0/949, 7-8=0/798 WEBS 4-8=-318/0, 2-10=-910/0, 2-9=0/337, 5-7=-926/0, 5-8=0/448 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Werring-Pleurathoroughlyreeiarlhe7-I ROOT IRUSSIS('fEf11➢1,GINIR11 TEMBCDBDI110NS CJSiDMIR('BUTERj I((NDR7[DG(NEXr Im, rudydesignp.,—,adrood note athif tress Dedga OroviagODD) dtheYauelWodiaoe,PA.leferamSheethelae use. Unkaothenise'food oa tReTED, woy �IGf'k'weed..plot, shd he used for llm ND la he aoH.1,eT—Deriga 1ogmeer(e, SPedohy Engroea),the -I aeey�DO representsno wagt—of the pro,siaooI mA.-ingrnponmifity 1.N<6sigedthe wgleimssdeplrkd an the TEN, erdy,ad,,TP(I. The design ossanptiovs, looding<onfdiwn, MANUEL MARTINEZ, P.E. ' soilobilityend -ofOisTmnTo, oryBodding1, the re,pa4bTdyo1the 0ueb The Dvneisomboriredegenlorific00&gWgna,inthewetua0R,lB6the IPGlieland hildielred, adITT.). The nppraaleltheTOO andayfield weold.Tw,innIU&Slading, slomge,i,loBeGaend 6msing,shoDbethe #047182 r,pow4h&ryaltha B:Nlwing Dotign,and(onhadar. Al notrs enfant imha IDgendthe pmrhas and geideiaesollhe euiidingComponeo Salery lldorreofiwn(8(SIJ poBliehed BylPl aad SBUare eefemnndf.,prerelgoider. KI doh, the requailiks ad duties allhe ima Designee,Tm, Design Eegiaeer and 10019 (horlton (ir. Lua YarndaMra, ante, olhadse degoed by o (nnlmd ogued upon in serMng by old pone' invalred. The Las Design Engineer is NOT the Building EWE- System Engineer for ay beildiag. III Copimlirod tams art as defined iw tPl 1. (npyrighf©2015 A•I Raaf losses • xauel llmtiner, Pl. Reproduction ohhis dournkat, in wny dorm, is pmhihiPod rich mitten permi,ioa Lem A -I Raal lmsset• Nonwel Nm6nar, P.f, OTI00d0, FL 32832 Job Truss Truss Type Qty Ply PaC/6812 EL B 62808 FL25 Floor 1 1 �,Std A0586121 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul'28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:19 2015 Page 1 2-(r0 � 1.8-0 � � 2-0-0 ID:FJZ 2b8 pxJBWbWBogQIIlU1zJdIJ-rtGe0HXn3i_ccLuap5ic ;bl� N�TzS10wyYVsE P4 3x3 = 1.5x4 11 1.5x4 11 3x3 = 2 3 4 5 Dead Load Defl. = 1/8 in 1.5x4 II 3x3 = 3x6 11 67 8 0 ce tab 13 12 11 10 9 3x6 = 3x3 = 3x3 = 4x6 = 1.5x4 II ' 4-6-8 1-0-0 I 1-0-t1 6-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1.00 TIC 0.93 Vert(LL) -0.20 10-11 >780 480 TCDL 15.0 Lumber DOL 1.00 BC 0.84 Vert(TL) -0.33 10-11 >461 360 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) -0.04 8 ' n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13 = 761/Mechanical 8 = 761/0-4-0 (min. 0-1-8) Max Grav 13 = 761(LC 1) 8 = 761(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1518/0, 34=-1518/0, 4-5=-1518/0, 5-6=-656/0, 6-7=656/0, 7-8=-658/0 BOT CHORD 12-13=0/1066, 11-12=0/1518, 10-11=0/1368 WEBS 3-12=342/0, 2-13=-1236/0, 2-12=0/688, 8-10=0/963, 5-10=-831/0, 5-11=0/370 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 72 lb FT = O%F, 0%E Warning-PI—th—gh4wintheY1R00r 11IBSESrbaltlj,GERSRAS1f1MS1(0101I10A5(uS10Mfr(-BOCEIIA(rt(0WIrDGEYnn-IormVertlydesignpammeleuaadrzodoaheontd+(n+t0eugo0meiapODD) WIT, Moouelllameee,PA. IefemauSheelbe(nea..UnknaAvrfiie-ad oa[be 701-it MANUELMARTINEZ,P.E. ADlek+aweear plate, dal be. d for the IUD to be are. Aso Boss Dmigo (.pincer [.a' Specialty EapinenLtbe u I maeyTDD mpreulds.a aaepta a 11h, professianol eeyi- inpapontibility In Ike duiR, al ih roil, T n departed en the TOD enty, under TPII. The detign.xamplBs, loading eoadifon, wDa9ftyaod-III lhisTnnRai any IaMag is the rupenibilay.ltheDeaf, the We,%wh,,4,d aSeal the Building De,gnm, is the anteat of the lt(the nUhe 1.06i[d'uge.de and TPld, lheapOrmololdeTDD andany fieldaseallM1e Trvu, mend np h.ndfngstomye,imtaMdon ondbmrinpshaU befhe #041182 I usp.eilbdiry.11telellding0etlg.era.dC.nranm.AUeaulIII linthe TOD*ad the pmmusaedItAdnlnesotthe BaildinlCenponaSaletyl4fnmmian(8(Sl) published bylPinuSB(Aarerelnanmdbrgenenlgaidente.,IPNdeflasthe itsponBifliuand deasofthe Trust Detigaer,Imsa ignhginurend 10019(horlton(ir. Bun Vnaukaanm, naless olh-ke defend by a(.mmn.1 d open in siting by all poetics iiraTred. The Imt. Design Ingin isR011he Building DesigneenDuas SyslenEngineerfor any buldi.g.All Capimfimd In- are ac defend to TPI.1, Copyright©RDIS A -I And Nssa-Kenn,EMai-,PA. lepred.,ian of this dastmeet, be any lain, Es prohibited eith niffea pm iW.. han A -I Real lrvt--11-1 Media; P.F. Orlando, FL 32832 Job Truss Truss Type Qly Ply Pac/6812 EL B A0586122 62808 FL26 Floor 2 1 �Std Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:19 2015 Page 1 I D: FJ M?bXpxJ B Wb W8ogQ I ll UfzJd IJ-rtGeOHXn 3i_ccLuapSicVbrgTG?cQM IvTzS IOwyY VsE 0-4-8 H ,1-3-0 , 2-6-0 2-2-8 2-0-0 1-2-8 1.5x4 II 4x6 11 3x3 = 3x3 = 1.5x4 11 3x3 = 1.5x4 11 1 23 4 5 6 7 Dead Load Dell. = 1/16 in 3x4 = 3x3 11 8 9 1.5x4 11 4x6 = 3x3 = 1.5x4 11 3x6 = 3x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) -0.14 13-14 >999 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.90 Vert(TL) -0.24 13-14 >751 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.02 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 84 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10 = 891/0-3-8 (min.0-1-8) 1 = 891/0-4-0 (min.0-1-8) Max Grav 10 = 891(LC 1) 1 = 891(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-766/0, 2-3=-764/0, 3-4=764/0, 4-5=-2123/0, 5-6=-2123/0, 6-7=1986/0, 7-8=-1986/0 BOT CHORD 13-14=0/1697, 12-13=0/2123, 11-12=0/2123, 10-11=0/1287 WEBS 5-13=255/0, 1-14=0/1123, 4-14=-1089/0, 4-13=0/643, 8-10=-1493/0, 8-11=0/815, 7-11 =266/36, 6-11 =-475f77 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Kerning-PlcmeThoroughly mvleethe'AIROOF IrUSf6('SnFEBj,6FNEYALIFBYSr[ONDIn0A5(IISIDMfr('807111A[MaDNt[O6fNENllmmVeritydesfgnpommAenaadrmdTest, onthishouDesignDrceiopjNDlmdOeNonuelelortieet,Pt.lelereamfheethefumuu. Unless othtteisenotedonThe1DD,anry MANUEIMARTINEZ,P.E. �YiT It renevdor plolessM1vA ha used for the NDhbe valid. Asaboss Onigo Fogmor(.e,SpedvlryFagiaes'), Me ud ao any IDD¢preuNs asonepmrz ofthe pmfessi-leegmes'i'll pon'tbiBFjto, @a d0p ofBesingle Trun depided on the TDD only, DodoTPI-I. The design ossumplioos, loo6og roodiion, 'soitobilOypedus. of This Post to, nor IMingisthe responsihTeyofthe Omer, The Oma'soothorua putortheBsuddmgDesigns',inThemsfezlof0elt66,1BC.thelKalkoddngrodou.dTPP.I,pprovofoftheTODsuedmyfielduseoftheTruss,imle&nghandling,slomr,40.11gooendhmriegshollhethe #041182 setpeetih&ry of the Butltng Dedgner and Coemedm. AN notes set out is the TOD end the ptrfites and guidehoes elthe Building Component Solely la!o-ft,(e(SQ published by 1Pl and SB(Ae,,re-unidfurg,e,.l guidenre.I%-I dehmslherespoetIDiGtlesand dunes olthe Loss Oeilgeer,Luss Design Eegineer and 10019 (hoTlton Cir. Tmu YecsulorNrer,anless olhvdm defined bye (oohed agu<d upon ie vriNng by ell pmtiesi+vdved. the itms Onign fngneer isNDf the Ruining Ontgns' or Less fydem Fngneer hr aay buBdiag 111 Copitdited Imms arc as defined niPhl. CepyeigF.l©DOIf A•I Baat imssen YanuelYadiees, Pl. Bepmdodion al this dosumeot, is any form, is prohibited with written permittion from A -I tool Imsses • Yonuel Nad:nat, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply Pac/6812 EL B A0586123 62808 FL27 Floor 3 1 �Std Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:20 2015 Page 1 ID:FJM?bXpxJBWbVAogQlllUf7JdIJ-J3g1 EcYPq?6TEVTmNpDr2oNrDgLr9pY3idCrwMyYVsD 0-4-8 �� tr 1-3 r 2-6-0 r 2-2.8 I 2-0-0 r r 8 1.5x4 II 4x6 11 3x3 = 3x3 = 1.5x4 11 3x3 = 1.5x4 11 73 4 5 6 7 Dead Load Defl. = 1/16 in 3x4 = 3x3 11 8 9 1.5x4 11 4x6 = 3x3 = 1.5x4 11 3x6 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 40.0 Plate Grip DOL 1%0 TC 0.60 Vert(LL) -0.14 13-14 >999 480 TCDL 15.0 Lumber DOL 1.00 BC 0.90 Vert(TL) -0.24 13-14 '>751 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(rL) 0.02 10 ' n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10 = 891/0-3-8 (min.0-1-8) 1 = 891/04-0 (min.0-1-8) Max Grav 10 = 891(LC 1) 1 = 891(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-766/0, 2-3=-764/0, 3-4=-764/0, 4-5=-2123/0, 5-6=-2123/0, 6-7=1986/0, 7-8=-1986/0 BOT CHORD 13-14=0/1697, 12-13=0/2123, 11-12=0/2123, 10-11=0/1287 WEBS 5-13=255/0, 1-14=0/1123, 4-14=-1089/0, 4-13=0/643, 8-10=-1493/0, 8-11=0/815, 7-11=266/36, 6-11=-475/77 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.13111 X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 6-8-8 PLATES GRIP MT20 244/190 Weight: 84 lb FT = 0%F, 0%E blaming Ple¢seMarooghlyreviewlAe'1-1BDOrIROSf[S('SRFEt'J,OIXIRALS[P.YSd(OtlDS110RS(JSiOM(!('DN[gjA(I(NOri7(061NSBPf¢imP¢ri(ydesipnporametersaedsadsure on:ks truss Design D-legODD) end 1he Merest Muslim, P1.let ereus, Shut bet are—Unlessmherrmslmedanthe TOO, cuff pIANUEIMARiINEI,P.E. AtiI k ar-stm pleles Ad be used [us the IDD In he solid. Aso Lon Design Engineer (e, Spedully Inginm), the smI on eey MD mpreunis as uuepleme of the protessland egineeirg resprobilily ter the design el1h single truss depicted an the IDD only, undo IDI•I. She design ossumplioe,Sooding sradiln." ,ftbitly end us, .1 ter.. Building is the respomihilry ohhe 0.eer, she 0e ,',i4k,d D,ul or N Beildmg Designer, in Ills saweri of the 11L the Mr. a. lord Building rods set V1.1. The sppr¢r¢10A,IN end eny field me ul lM1¢Truss, isdadill Bonfing, sromge, iastolleuun and be6el, 0¢I16e the #041182 / ! \repo¢utdMoltheh0img0¢ilgaereodCemenor.Iona¢ssdoNiatheNDeedthaprurBuserdgsidehseselMeBeilding(ompanemlalerylnlssmalina(8(hl;pab6sh¢dBySPioadSBCAarenlmenmdingenemlgaiderrte.iWdehaesthe tespoerAffiriesoddudesofthetruss Deslg¢er,LanDesign reginserend 10019(horlton(ir. Lms YnxalaMrey antes o0vrin de0aed Bya (onhmtogreed epos to nb'eghy e0 ports r+rahed. The Lon Dwgn Fogaeu isNOLhe Building Oetgnm err Luss Sgdem fnginnr tar ay liking. MIC¢pnari¢ed term are or d�aed F SPId. Copyright®2015 A-1 tool lrusses • Munuel Nominee, P.F. lepmdudion al this dr—ent, in any lean, to prohibited ills widen permission hem A-1 Roof huseas • Manuel Mortises, P.F. Orlando, F132832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B A0586124 62808 FL28 Floor 1 1 Job Reference (optional) Ml muur l muoaca, rurc l rlrm r_ rL ovUqm, aeslgnLanruss.com H I 1-3-0l 2-&0 2-2-8 1.5x4 II 4x6 II 3x3 = 3x3 = 1 23 4 ' Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30, 08:41:20 2015 Page 1 I D:FJM?bXpxJBWbW8ogQlllUfzJdIJ-J3g1 EcYPq?6TEVTmNpDr2oN(_gMI9pZ3idCrwMyYVsD I 2-0-0 t 1-" i 1.5x4 II 3x6 FP= 3x3 = 1.5x4 11 5 6 7 8 Dead Load Deft. = 1/8 in 3x4 = 3x6 = 3x3 11 9 10 11 1.5x4 11 4x6 = 3x3 = 1.5x4 11 3x6 = 3x6 FP= 3x6 = 3x6 = LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 15.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014lrP12007 LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13. REACTIONS. (lb/size) 1 = 869/04-0 (min. 0-1-8) 13 = 1259/0-3-8 (min.0-1-8) Max Grav 1 = 889(LC 3) 13 = 1259(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-764/0, 2-3=762/0, 34=-762/0, 4-5=-2112/0, 5-6=-2112/0, 6-7=2112/0, 7-8=-1945/0, 8-9=-1945/0 BOT CHORD 17-18=0/1691, 16-17=0/2112, 15-16=0/2112, 14-15=0/1215, 13-14=011215 WEBS 6-17=253/0, 10-13=464/0, 1-18=0/1119, 4-18=1084/0, 4-17=0/636, 9-13=-1471/0, 9-15=0/899, 8-15=-276/28, 7-15=-559/40, 10-12=0/272 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. F6sie; CSI. DEFL, in (loc) I/deft Ud TC 0.68 Vert(LL) -0.1617-18 >999 480 BC 0.87 Vert(TL) -0.2617-18 >691 360 WB 0.53 Horz(TL) -0.02 13 n/a n/a (Matrix) 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 18-3-8 PLATES GRIP MT20 244/190 Weight: 102 lb FT = O%F, 0%E Mining -Pteme thereghhy-ienlbe 1.1 ROOF II11SSES('9E11ER1,01111 TERNS I (0)OIIIONS USIMIR(1U1IF1A(rNOWIEDOENaO' to,m. Verify design pon—fersaod mod notes. bis tress DoOpoDmniep(NO)of the Nonuel Ynrfeee, P4. Interface Sheet Won, lit. Unless etherrise limed on the TOP, only �Nile oannedoi plolesshal be med for Nx IDDhbe eolid. AsaT Mile 1,9i rf,.e., Spesinity Fnginee,J,lhe mol on anyTDD,epmxms on arteplanm oflhe Protenifnoinginemingmpoes3iRty lm M,design fif-bill, Tma depdsted on lh, TOD only, undm UP. The deign msmoptioe,, lo.ihopondibou, MANUEL MARTINEZ, P.F. waibilily end use ofI%Tina fe,o.y Budding is detiospon,ib%ofthe Oeeer, the Ovneis eutbmimd oIEd of the guilding Dmignm, in the oufw of the11L 6, QC the beed beidingWe ned 91.1, The opDraeafolthe TOD end my field -ofUTrus,, ind4ng haodieS sbefore, imtugehe end h,edn1,sho06 the #041182 respomibdity Doha Railiing Designerand(oetrenot. AD not, W.W. the TOD end the penhus and gidehoesolteholding Eompeent Safety Iota'mefoe(hI5Q, pabfshed by TPl and SR(Aare relmenmd t, geaerel goidaom. IPH e6a, theand dutie, afibe Imes Dedgeer, F Design 108hin, end 10019 (hadiDn (ir. Im„NnokMrcyen!eu mMnimdefined 6ya fmhon oe,eed apoo 6 nmlyhy allpmfin iarohed. The tux Design Togmem i, NOT Ibe lui15'o9 Dmigne, m Lass System Engineer foray 6 1d,og. rll Capilagud reran me os defend inlPbl, Copyright©gg15 A•I PoofTmaes Nonuel HoAinee,P1. Reprodmfinn o1 this dornmeol, in any Imm,t, pmhibited.11h wiig.permis,ioaGnm A-1 her Imsne,• Nonuel NeOine; P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B A0586125 62808 FL29 Floor 1 1 Job Reference (optional) A7 KUUr I KUaata, rUK 1 rltrc�t, rr. �navn, aeslgntaanruss.co 3x3 11 3x3 = 1 2 rn Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 2812015 MiTek Industries, Inc. Wed Sep 30 08:41:20 2015 Page 1 ID:FJM?bXpxJBWbWBogQlllUfzJdIJ-J3g1 EcYPq?6TEVTmNpD2oNnBg019ug3idCrwMyYVsD 2-0-0 1-8-0 1 2-6-0 1.5x4 11 3x3 = 3 4 3x3 Dead Load Defl. =118 in 5 I 8 7 3x3 = RvA II 3x6 = 3x6 = 0 cb 1-10-8 1-M 1-M 4-6-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.86 Vert(LL) -0.14 .(loc) 6-7 >715 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.76 Vert(TL) -0.27 6-7 >360 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2014frP12007 (Matrix) Weight: 48 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP N0.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9 = 490/0-3-8 (min. 0-1-8) 6 = 490/0-3-8 (min.0-1-8) Max Grav 9 = 490(LC 1) 6 = 490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-571/0, 3-4=-571/0 BOT CHORD 8-9=0/571, 7-8=0/571, 6-7=0/592 WEBS 2-9=-773/0, 4-6=-686/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Ae.iag-PU likoroegblymi.MCA 1ROOF HOW ('Sant]MORAL INS A(01101110NSGURU rB11RBjA(rNOR1061101W.Patlydesigepommeleuaodled rasesAn this hell Designore.iag0OD) end she .16.114ostiees,M.Vey -SWINfauuu.Wlessol6erviuvo�edootbeT00,00r/ MANUELIdARTINEZ,P.E. Nilek mnvetlaa plelu shoo ba osed for the IDD to be ea0d. b airms Design [aglnnr (.e., SpedaltyEagineer), the seal aoagTDO repreudt as oneplame of tsx paolessionol aeg'meei@g rnpors�:Gty foe ttt desigc dste siv9h Trussdepiskd an the 1DD onF/,onda TP41. IDe design ouumpses,loofiog soodifiom, �suilabilityond use of lbisTluss for my Budding is the teponsibirdy efthe 0rnar, Iha O.nn's odM1esisad ogedmlF.e BuidiegOnigneymlM1a mahxl of lbeilC,theltC.tba lord Bugding mda aedflbl, The app,..ldde TOD and any nefd me d 1A,Truss, imlodng bandBag,sbmge, iesiormgan and bmtiel,shell be the #047132 ! respae46drtyotlkeralliingDetignarrndCankadoLAOadassetoutialheTOO erdIII, pmrdmsread guiddAesIII tbeBuildingCompeneatselerylafosmetiaa(d(Sl) published byINurdSECAor, W enmdherg-rolphlare.IPNdehmsMemspenihi la,urdheresoflhalressNslgmyRussMileEeginaerond 10019 Wrlton Cir. 6ms Nmdoenn, unless elbnadu ddined by Is seekers agmed open ie mmrg by ellpasdes hmlmd. The null Design legineer is 1101111 Building Detignet a Truss System Engineer for aoy Yld% All Copimlued terms are as dehued in UP. Upytfghl0 2015 Ad Red lasses -Merest Nodieey P1, flepmdedieu ohhis demmed, ie any farm, is prohibited rith rrif. permission he. A-1 Red Trusses• Manuel Messmer, P.E. I Orlando, FL 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B A0586126 62808 FL30 Floor 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:21 2015 Page 1 ID:FJM?bXpxJBWbWBogQlllUfzJdIJ-nGOPRyZ1 bJEJrf2zxWk4aOwyL3k)uL2CxHxOSoyYVsC 1-7-4 2-0-0 1-7-9 1 2-6-0 3x3 11 3x3 = 1 2 3x6 = 1.5x4 II 3x3 = 3 4 3x3 dead Load Defl. = 1/8 in 5 3x6 = 1-11-12 1-0-0 1 0 0 4-6-1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.83 Vert(LL) -0.13 6-7 >744 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 . BC 0.73 Vert(TL) -0.26 6-7 >378 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2014fTP12007 (Matrix) Weight: 49 lb FT = O%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9 = 494/0-3-8 (min. 0-1-8) 6 = 494/0-3-8 (min. 0-1-8) Max Grav 9 = 494(LC 1) 6 = 494(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-587/0, 3-4=-587/0 BOT CHORD 8-9=0/587, 7-8=0/587, 6-7=0/599 WEBS 2-9=-775/0, 4-6=695/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Wamiog PMmeMoroagFJy renew the 1-1 ROOF 110SSESrSQlfgj, 6IXFRAUIMSd(OAOIIIONT(0510MEtl'RUY[R1A(C.7ONIfDOfNEM'laim. yn0yde91opar—l"'aed read notes on this Ons o,qe OnwigPoo) and the In-IMudi., l.We—, Sheol before use. UnMn or-ise Vold an the TOO, only MAIIUEL MARTINEI, P.E. �(gI h mnoeeerplaf-Ind 6e cud for lM ID0 W be vogd. k w Tross Design [aginen (.e,ipeoohy Fogiaen),IM1e ual oo coy IDD mpreseMsoo asaptana of the pofeniamlogin¢riagaspoes3igty lar @e design of Me swgle Uoudepirfed en Ibe IDD only, coder iP41. The design assamptiws,looding nondtion, IsailoMglyanduseoltMsLusslorrmygagdingislherespan3liryottheDwnm,d�e0metioutlmruedgeaferlbeReOdiegOnigna,IofM1eroopnldthellCtfiellC,IheladAuddingrodeaedflbl.The apprmal06, TOO andear fiddw.10,TN.,mdodghaed5q,sronge,insiden cualb riq,Adbethe #047182 rnpooeiE&ry oftbe luiliing Gsigner endComntor. Al now setoul'mthe TOO and The pmrgms and geidefaesol%e BnldmgComponen Solely lnformafiaa(B(SppoEliched by III and SBG are relmenmdfor general guidenre. fPFl deSnes lAereepoosmlifim and dufim of the Sross Wsigoer,imssgesign Engineer and 10019 (horlton Cr. Tun% Macutorturey anleu a0"wlse defined bya (anNortogreed upon in writing by all parties iavoleed. The h-0esige Engineer is NOT Building Milloei orLuss Sysl.nal. freer for any building. (O Capiloliud lens ore os defined in lPld. Copyright©201SAd goofTru, s•ManuelMedia.,,P.E.Reprodati.a of this dasumeel, in any Iron, is prohibited wifb widen permission from A.I goof trussesdlonuel Marshier, P.I. Orinndif, FL 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B A0586127 62808 FL31 Floor 1 1i Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1truss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 2812015 MiTek Industries, Inc. Wed Sep 30 08:41:21 2015 Page 1 ID:FJM?bXpxJBWbW8ogQlllUfzJdIJ-nGOPRyZ1 bJEJrf2zxWk4aow?V3ihuGoCxHxOSoyYVsC 0-4-8 H tt1-3-0 , 2-6-0 2-3-12 2-0-0 1-0-15 Dead Load Defl. = 1/8 in 1.5x4 II 4x6 11 3x3 = 3x3 = 1.5x4 11 3x3 = 1.5x4 11 3x4 = 3x3 11 1 23 4 5 6 7 8 9 I 1S 1d 13 12 11 `1.5x4 11 4x6 = 3x3 = 1.5x4 11 3x6 =1 3x6 = 6 9 12 7-9-12 8-9-12 15-4-11 6-54 1 0 0 1-0 0 6-6-15 Plate Offsets (X Y)— [1:0-3-0 Edgel [15:Edge 0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.15 13-14 >999 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.86 Vert(TL) -0.26 13-14 >696 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.02 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 84 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) LOAD CASE(S) BRACING- Standard TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10 = 89010-3-8 (min. 0-1-8) 1 = 890/0-4-0 (min. 0-1-8) Max Grav 10 = 890(LC 1) 1 = 890(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-766/0, 2-3=-764/0, 3-4=-764/0, 4-5=-2120/0, 5-6=-2120/0, 6-7=1979/0, 7-8=-1979/0 BOT CHORD 13-14=0/1695, 12-13=0/2120, 11-12=0/2120, 10-11=0/1285 WEBS 1-14=011122, 4-14=-1087/0, 4-13=0/635, 8-1 0=-1 490/0, 8-11=0/810, 7-11=-258/54, 6-11=497/75 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. vi-ing-Pita. rhmouoMy nviee ib, i i R00f rmi[S(VI IER1, GINERAtTERM5 8 (08DIIIONS(USIOA R(-BUYER1 A(KNONIIDGIWHEN r I— Verify design poomeW, W rend W,S on this imss 0,sip DmriegPDD)nd A lb-1IModi-, Pt, refnenm Sheet behm use. Unless ah-ise sand on the100, ooty Mireb. can¢dm pluln shoo 6e used for the N0 fo be vohd. Aso Trus Ooige [ngineer (s, SperioNy Engineer),Me uol o0 oey IDO mpreuids on useptonm of ibe pmfessionol ngineeting aspoa3ilily for ae design aline single imss depicted en the fDD only, undo TP41. The design ossumptdas,laoding rndigan, MANUEL MARTINEZ, P.E. AWdi bilityooduse01%1mnforonyBindingistheresp�nsibilitydthe0.n6N,e0—I'1.whamedsoeourtheBuilding0nigner,isIN,mowdA,ItC,thelBC.theladbuddingW,nedTPld.Theoppfuvu10theTODndonyDdduseofD,Trus,inddlnybodbso,sbmge,iatoilolionandbmsing,shollhethe #047132 resposibgdyoflheerl&IUsignrend(aftdM.ADWnofeslintb-TODWA,purmodguh6D.e0A,MdigComponeMSolerylnis,minion(8(SI)pohlishedbyo'!wiiSeCAorereramnudtorgenerelgridena,r 4dis%th,mpoWHIM,snddefimdtheT, Wsipu,Tins+Design[ngioeernd 10019[horlton(ir. Loss ElvedvMrer, Holes M6erdse defined bye(enhodegedupon in.re(ng by ollpmfiesinoLd. TheLms Designfngie is NOT the Bonding Daigmi ar has SysinI.Bbs-fn ny huildmg III CapiloliredInnsme osdernedMiPhl. Cepyrighf©2015 Ad Iaof Lussa Manuel Morlioee, P.L Reprodmaon of this document, in uny larm, is pmhihited wOh.riaen perminion from Ad Roof Tmsses-Manuel Nodinex, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B A0586128 62808 FL32 Floor 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1truss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:22 2015 Page 1 I D:FJ M?bXpxJ B W bWBog Q I IIUfzJd I J-FSynfl afMd MATpd9U EFJ 7DTAMT19djwMAxhy?FyYVsB 04-8 f—I 1-3-0 2-6-0 2-3-12 2i M i 1-5-4 1i Dead Load Deft. = 1/8 in 1.5x4 II 1.5x4 II 4x6 11 3x3 = 3x3 = 1.5x4 I[ 3x3 = 3x6 FP= 3x4 = 3x6 = 3x3 11 1 23 4 5 6 7 8 9 10 11 1.5x4 11 4x6 = 3x6 FP= 1.5x4 11 3x6 = 3x6 = 3x6 = 3x3 = illia , 1-0-0 ' 1-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.62 Vert(LL) -0.16 16-18 >999 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.91 Vert(TL) -0.27 16-18 >679 360 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.02 13 n/a n/a BCDL 5.0 Code FBC20141rP12007 (Matrix) Weight: 100 lb FT = 0%F, 0°/t,E LUMBER - TOP CHORD 2x4 SP No.2(flat) 5) Gap between inside of top chord bearing and first BOT CHORD 2x4 SP No.2(flat) diagonal or vertical web shall not exceed 0.500in. WEBS 2x4 SP No.3(flat) 6) CAUTION, Do not erect truss backwards. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc LOAD CASE(S) pudins, except end verticals. Standard BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13. REACTIONS. (Ib/size) 1 = 892/0-4-0 (min.0-1-8) 13 = 1194/0-3-8 (min.0-1-8) Max Grav 1 = 905(LC 3) 13 = 1194(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-778/0, 2-3=-776/0, 3-4=-776/0, 4-5=-2191 /0, 5-6=-2191 /0, 6-7=-2010/0, 7-8=-2010/0, 8-9=-2010/0 BOT CHORD 17-18=0/1733, 16-17=0/1733, 15-16=0/2191, 14-15=0/2191, 13-14=0/1265 WEBS 5-16=-257/0, 10-13=-390/0, 1-18=0/1140, 4-18=-1117/0, 4-16=0/671, 9-13=-1493/0, 9-14=0/898, 8-14=-281 /21, 6-14=-548/37 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Womiog- Pleasefhoreaghly levier the'A.1 ROOT tPUSSr51-01111, GINaAI Hills aC0110111ONS(OSIDMIRI11PTIR)ACA40WIFOGIMItT tram. Verity design pammeleneod rzod notes on mis imse Design 0rcrinpjfD0lcndthe Monuei Maninet,PA.lererenmlheelhelms uu. Uniess AtBerriu stored on tAe nD, only Yaeh ronneder ploles sM1oO he m<dfor the fODhherolid.Asaho"Oesign rogineer(.e, Spedolty Fngineerl,the tad an any TOO rep"untsaoa¢eptante of The protessionol engineering terPo Nfity lot the duipdthe single irossdepided en th<IDD only, undo TPl-1. The design ossumptioos, landing madifion, MANUEI MARTINEZ, P.E. sait,bilily ad use of ITis Ines for any Mining is the mspam4b7ey of the Orne6 the gaper, nolhoinedagenl orObe Building Designer, in the innlotl of the lt4 the RC. the faced toltrag code andTH-I, The opposed ofth,TOP end any field use of the Truss, indoding handling, sforcge,inscara6an and hinting, shall be the #047182 \rnponDdityaltheguilding0esignerundCemrador.AOnmestetoNin1he10DeMlheprarnresandgcideBnesoflheBuildingComponemSnlerylnlormo4eafgr5l;puhGshedhplPlandSR(Anrorehfenrodfergenenlgoidena.TPNdefinntherespoosbiligmondduliesoilh:TrustOedgaeyTrunOesignrngineerand 1881g(horlton(ir. Loss Yacuhduret, unless othmrlu defiant Ay o (enrodoereed upon in rrVing by oil pmdes (nealosd. The Tmss 06go Engineer is NOT the WidieS 0algner err Toua System Engineer for aey kOdiag. AO Cepimfited terns ore ere de0eed inlPhl. Copy ighl©201S A -I laof %sus-Mnnuei Alodioeq P.E. Aeprodudioo of this daameat, in ony loan, is pmhihited viM rriNen permission hem A -I Roof Tiosses-MonoeI Martinet, P.F. Orlando, Ft 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B A0586129 62808 FL33 Floor 5 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:22 2015 Page 1 I D: FJ M? bX pxJ B Wb W8og Q I ll UfzJdIJ-F SynflafM d MATpd9U EFJ7DTA W rl OdiwMAxhy? FyYVsB 0-4-8 H ,3� , 2-6-0 2-3-12 2-0-0 1-3-12 Dead Load Defl. =1/16 in 1.5x4 II 4x6 11 3x3 = 3x3 = 1.5x4 11 3x3 = 1.5z4 11 3x4 = 3x3 11 1 23 4 5 6 7 8 9 0 T 15 14 13 12 11 1.5x4 II 46 = 3x3 = 1.5x4 I I 3x6 = &'be EPA 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.61 Vert(LL) -0.15 13-14 >999 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.92 Vert(TL) -0.25 13-14 >711 360 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(rL) 0.02 10 n/a n/a BCDL 5.0 Code FBC20141TPI2007 (Matrix) Weight: 85 lb FT = O%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) 5) Gap between inside of top chord bearing and first; BOT CHORD 2x4 SP No.2(flat) diagonal or vertical web shall not exceed 0.500in. WEBS 2x4 SP No.3(flat) 6) CAUTION, Do not erect truss backwards. BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc LOAD CASE(S) puriins, except end verticals. Standard BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 12-13. REACTIONS. (lb/size) 10 = 904/0-3-8 (min.0-1-8) 1 = 904/0-4-0 (min. 0-1-8) Max Grav 10 = 904(LC 1) 1 = 904(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-777/0, 2-3=775/0, 3-4=-775/0, 4-5=-2185/0, 5-6=-2185/0, 6-7=2028/0, - 7-8=-2028/0 BOT CHORD 13-14=0/1731, 12-13=0/2185, 11-12=0/2185, 10-11=0/1308 WEBS 5-13=255/0, 1-14=0/1139, 4-14=-1115/0, 4-13=0/669, 8-1 0=-1 517/0, 8-11=0/840, 7-11=269/30, 6-11 =-491/62 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Naming - Please thoroughly reviewthe'41RDOFI[Ih5[S0111(Aj,MITIIIRASA(OAOIITORS(DSTOMIRI'001[lA([DOPftID61MEN1'Ior..Yerilydesipopommelasnodreadcoteson:hi,ITaaOesigoDmaigPDDlmdTheMoredWine,P1.laterenmSheetbeforeuse.(bassatiarai.riotedonthe100,only MANUELMARiINE1,P. hOIeA mecetla plain shot be used ter the TUD Is be solid. A, a Loa Dai9e frig'.,,, (.e., Spedally logic-1 de real Ducey IOD mpr,..ha, aaeptanre of The professienol .f e'virperpoet3ilityfar @e deige of Ito single Irms depirkd rn the ND mly, mdm TP41. The design osstmpfues, IoofiagronGfion, ////,,�����\ ,o0obi0tyand uteol lAisLuss for ou7 Bu0ding it lAa respmsi6itity ollhe0ner, The 0v ,% uthadnd used .,As 110dieg Wow, in The chat of the It(the It(. the Not Wks code cad TP6l. The upprom61the 1)D and any field use of As Truss,imlednA handleg,*.So,inlo0afion cad Is i", shop be the #047182 \mspmubDrty ahAa BaildingOssigner md(oslratloc.Ascuts, set so in the TOD cad Aspmtlires and geidehnes of The guildiag(ompenf Solari led —firs IBM,puhliched by ITT m4SB(Aor. mcrmmd to gment gaidcnte INdaboos the mspaosibilillas cad duNn of The Truss Desiparj'an silt legineer cad 10019(hotlton 0r. ImssxacohrMer,anlaa ethvdu debved by o [aehodagreed upon iv vreingby oil pmfesiesehei The Lms Oaign fogmeer is DDI the BceMing Dasigna orimn Syrian Engineer ter cry bcildiag. 1D (epilalimd lent ma or defied in SPbI. Copyright© 2015 A•I [.of 7msseo- Moaa.IAlmliaee, P.E. Reprodudioo al this do—.[, is car Norm, is prohibited vitb.citlm permitsiea nem A•1 Root Tman• Monuel Moaires, P.E. OII0Dd0, FL 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B A0586130 62808 FL34 Floor 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 30 08:41:22 2015 Page 1 ID:FJM?bXpxJBWbWBogQIIICJfzJdIJ-FSynflafMdMATpd9U EFJ7DTBOT2BdffMAxhy?FyYVsB 2-6-0 i t 1-2-7 2-0'0 1-0-2 i Dead Load Defl. = 1/8 in 3x3 11 3x4 = 1.5x4 11 3x3 = 34 = 1.5x4 11 3x4 = 3x3 11 1 2 3 4 5 6 7 8 14 13 12 11 10 9 3x6 = 3x6 = 1.5x4 11 1.5x4 11 3x6 = 3x6 = 6 8-7 15-2-9 r B-8-7 1 0 0 1 0 0 6-6-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL) -0.11 12-13 >999 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.84 Vert(TL) -0.18 13-14 >982 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 85 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP N0.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14 = 898/Mechanical 9 = 898/Mechanical Max Grav 14 = 898(LC 1) 9 = 898(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2008/0, 34=-2008/0, 4-5=2149/0, 5-6=-2006/0, 6-7=-2006/0 BOT CHORD 13-14=0/1298, 12-13=0/2149, 11 -1 2=0/2149, 10-11=0/2149, 9-10=0/1299 WEBS 2-14=-1506/0, 2-13=0/828, 3-13=-256/21, 4-13=-456/51, 7-9=-1506/0, 7-10=0/825, 5-10=-489/51 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Weroop. please ROOF IT CONDITIONS ITT. A note, a tie I Mile Dig(ad))and thek-elIlalim,P1.Mason,, Sheet below .u.Dole. oth,swissstaledonthe TOO, only MANUELMARTINEZ,P.E. ItiIeN—do,plde,shallbe used for The TOD to be -Id. Aso Two DnigaCoginmr(R, Spesioily rno-1the seal oaany Too wp TI, an orwploow of as Pnd ioaol eeglnrn¢g respaes&iOlyfor Its desigeaBbe into the TOO only, ued,, MI. The& up ca—aabori ns, ng roe&Non, ,���\ soilodlityaed use of lFisTwnfor anyBudding is Nia raspamihlily oltM1eOmn, theOenmiowhoiiead ogeNcribe BaO&ry Dnignrr, in lk mahAd lk llClbetBCTh, ludbd6al eda aaITFI.I.TbeoppraeafeftheTDDondary firld useol the r,oss,indodal hasd6iry, Aung0.intuOolion and 6m<inl, shankOre #047182 7 \respan49ftyofTh. BuddrogDosiAner and Contsado,.ANnotes set.0inTh,TODendthepmrnw, sued gdde1-0fie Building CompWarned torSensual phl.nre.SPHTell- ThemsponsibiNksand dufiasofTheTruss Dedgoer,Tne,;MINT hgi-rand 10019(horltofCir. T blaeuhrmw,,.rd ofhnds, defined by aCooked oereed epnn in rrieog bran pm(e,iamTmd.The T..,, Design ingmeer is NOT the Building Design erbns Symemingmeer bs any kildug.All (opfoliwd terns ore as defined To ITT I. - (opydgbi©7O15A-I loafUosse,-NanuelAlodioeLPEBeprodmaonoltl�isdaawese,ieenylorm,ispmM1ihifedw;thnitlenparmisionLenA-IAoofTms,es•aonuel8ad'aee,Pi. Orlando, R32832 Job Truss Truss Type Oty Ply Std Pac/6812 EL B 62808 FL35 Floor 5 1 I A0586131 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:23 2015 Page 1 ID:FJM?bXpxJBWbVWogQlllUfzJdIJ jeW9seal7wU15zCL2xnYgR?FFtPvM76VObQVXhyYVsA 2-6-0 1-8-3 — 21�i 1 3x3 = 3x3 II 4x6 = 1.5x4 II 3x3 = 1.5x4 II 1.5x4 II 3x6 FP= 1.5x4 11 1 2 3 4 5 6 7 8 , 9 Dead Load Dell. = 1/4 in 46 = 3x3 11 10 11 18 17 16 15 14 13 12 3x6 = 4x6 = 3x8 MT20HS FP-- 3x3 = 3x3 = 4x6 = 3x6 = LOADING(psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 15.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014frP12007 LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18 = 1260/Mechanical 12 = 1260/Mechanical Max Grav 18 = 1260(LC 1) 12 = 1260(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3240/0, 3-4=-3240/0, 4-5=-4264/0, 5-6=-4264/0, 6-7=-4264/0, 7-8=-3239/0, 8-9=-3239/0, 9-10=-3239/0 BOT CHORD 17-18=0/1911, 16-17=0/4014, 15-16=0/4014, 14-15=0/4264, 13-14=0/4014, 12-13=0/1 910 WEBS 5-15=326/0, 6-14=-342/0, 2-18=-2216/0, 2-17=0/1551, 3-17=-277/0,4-17=-904/0, 4-15=-62/663, 10-12=-2215/0, 10-13=0/1551, 9-13=-279/0, 7-13=-905/0, 7-14=-58/671 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Refer to girder(s) for truss to truss connections. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 1044 11-9-12 CS]. DEFL. in (loc) I/deft L/d TC 0.99 Vert(LL) -0.3415-17 >742 480 BC 0.81 Vert(TL) -0.5615-17 >4149 360 WB 0.74 Horz(TL) 0.10 12 n/a n/a (Matrix) 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strong backs to be attached to walls at their outer ends or restrained by other means LOAD CASE(S) Standard PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 112 Ib FT = 0%F, 0%E Warning -PI<... 16orougMymvi"the 'A.1 ROOF IROSSES("WR1,GENERA(WsysB(ORDRIORS(USTOWrBUY@1ACRNOMEDGmurlmm Yerifydesign pommetets end read notesa mis 1, Design DtdeSngPOD)end the N.-I Muslim, M. Behrens, Shutt helam use. Unless ot6erdu mled un the TOO, only '�AOlekmmedot pldessW be used lore IUD la be mOd. A,. Tm DesignEegineee;.e., SpeWly Engineer), the seal....y TOO mpreudsoa uaeplanseafthe profemienol agi-deg-1ilily In,11"desgn afMesingle firms depidedee the TOO only, under TFIA.1hedesign ossnnptions,laoding-di0on, MANUEL MARTINEZ, P.E. suilohilily and use ulIN,I..in, ony Building is the ropansibility of the Omer, the Onnei seulh,,imdugeal or[be Building Design'., in the mnl,,l al the W,the RCthe lad budding W. endTPI.I. The oppromul 0the IDD and any field use of the Truss, indudnp handling, sbmge, insfulloGan end bmsinp, shell the #047181 I itspoambBityellbeBuildingDesignerandfamadot.ARnomssetculinthe109endthepeals.,odguidelnesoftheBuilding(areponedToletyldermmfnn(11611pblilledbyIF..6SB(Aorer,We dh,g-ralgaSdams.IP4ldefinnlhemspoos�TiOfwsmdddiesoh6:LussDatpa,LussOesigntegin",enE 10019(horllDn(ir. 1—A fiwurn, unless Ihmudse defined bya(enhml eereedd ep.n in .6fing by ell Inut invalad. The Loss Design Engine'. is NOT the Building Oedgnm or tmn Syslerfegi-, for nay building.III Capitalised lens ore us dehmd inTPI 1. Copyright® 2015 A -I Rod Trusses - Munuel Madiaeq M Repmdnfion of this dammeef, in eny 6., is pmhihited yOh nitfen permission,'.. Ad Rmf Tmsses-Ma nd Medi-, P.E.Orlando, f131832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B A0586132 62808 FLA01 Floor 1 1 Job Reference (optional) Al KUUV I Itu��t�, t-UK I rltKL t:, rc.5nanu, eesign(maTiruss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:23 2015 Page 1 ID:FJM?bXpxJB WbW8ogOillUfzJd IJ-jeW9seal7wU 15zCL2xnYgR?JctMMFPVObQVXhyYVsA i 1-7-8 t t 2-M i I 2-1-0 i (1-5-6 t 2-6-0 3x3 11 3x3 = 3x3 11 4x4 = 3x3 11 1 2 3 3x3 4 5 6 0 4x6 = 2-0-0 3-0-0 4 0-0 6-4-0 9-7-14 2-0-0 1-0-0 1-0-0 24-0 3314 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TIC 0.72 Vert(LL) 0.05 8-9 >999 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.44 Vert(TL) 0.07 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 54 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 11 = 269/Mechanical 8 = 860/0-6-0 (min. 0-1-8) Max Grav 11 = 337(LC 3) 8 = 860(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-370/92, 3-4=0/535, 4-5=0/539 BOT CHORD 10-11=-92/370, 9-10=-92/370, 8-9=-92/370, 7-8=-282/0 WEBS 2-11=445/110, 3-8=-805/0, 5-7=0/310, 5-8=-574/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Minho- Phase thoroughlyrevin. [he 'A.1 IDof IIOSSrS(1111111, GINIBAI TINS KCONDITIONS (OS10AIn(-BOYIKI A(KNONNIOGIY£NrW.Verify design pnanden and-Anote an IN,I Design Draaig(IgD) ad the Rand MarthaP.I. Ieferenre Shaul bafere use. Doles o6enrise Wed an the Too, self Mires ranaertet plum,hoK be used forlk NDhbelaOd. AsaTru"Design inglneer(.e.,Spe,iaityingineag, the seolanaay lDO repmurrfsaeaneplonm cOAe prolessionol engineniagrnpaes5iliry for N:e design elMe,ingle Tmssdepided en Me IDD only, under tP4l. The design msvnptnas,loodiag rond6on; MANNEL MARTINEZ, P.E. ///,���\ sadnbilityandweot tgislrun for nny BuOding is the raspansiMTiry otthe DaneOlhe O.ner't nulhorkad agem or lha BuSlding Oaigno, in the roafenfof tha lA4the lFL the lad bug�ng soda oad iPi 1, Theapprovale}theIDO and anyfield use of lM1e irvss,induding F.andGng, sbrnga,imklb0on and bmring,,hali be the #04T182 / ! \re,pans@ddyolfberailding0edgnerondConOanot.ADu.1—etaVlI.theTOOendthepres6mandgsid,fiasottheBuildhelCenpanedSolelylnfonnaeen(e[SQpublishedby,TPIendSBCAorerehmnWtsipanlgeiluese.IPNdehnssTherespoashilitiesaaddoTasoltheirustWGgner,Ou"Design(agineerend I0019Chgrlfgn0r. Tmss YarnlnsMer, unless oshndse defieed byo(entrostoeieed epcnis erinng byall po�Nes (+vclreA. Then Design Inginaer is NOT the ruildheq Design or1-s Syslen login eer braoybnitdleg.AllCnpitolirzdlesns arc os dahned in iPLI. Copyright©gO1g A -I roof Trusses-Mnnuel Yorlioeq P.E. PeprodurAoo ohhis darumeal, is any lorrn, is pmhihiled rith xsiffen perminioa (rnrn Ad goof trusses. Hound Nea:e.,, P.L 0rtando, FL 32832 Job Truss Truss Type Qty Ply Pac/6812 EL B A0586133 62808 FLA02 Floor 2 lStd 1 Job Reference (optional) Al KUL)r I muc,zs. co, rum I rirms r, rL 04U40, anblynt✓a 10u5J.WII1 I 1-7.8 I , 2-0-0 3x3 11 3x3 = 1 2 Run: 7,620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:24 2015 Page 1 I D: FJM?bXpxJB WbWBogQlllUfzJdIJ-Br4X4_bwuEcui7nYcflnCeYWUHg95jwfdFA237yYVs9 2-1-0 2-7-15 3 3x3 = 4' 3x6 = 3x3 II 5 10 3x6 = 9 8 —A I I 1 9vA I I 6 'WA = 3x6 = 2-0-0 2-0-0 0 0 13 -0-0 4-0-0 1-0-0 6-4-0 2-4-0 H-4—y 3-0-7 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in I (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) 0.05 7-8 >999 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.43 Vert(TL) 0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 51 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) 4 WEBS 2x4 SP No.3(flat) BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 10 = 291/Mechanical 7 = 804/0-6-0 (min. 0-1-8) Max Grav 10 = 345(LC 3) 7 = 804(LC 1) FORCES. (Its) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-391 /50, 34=0/369 BOT CHORD 9-10=50/391, 8-9=-50/391, 7-8=-50/391, 6-7=-369/0 WEBS 4-7=-468/0, 2-10=470/60, 3-7=-681 /0, 4-6=0/400 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.13111 X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Wining -Peen. thoroughlyeerie.IWA-1 ROOF 1IDSSIS(MIRj,GIN(RAI.IlksA(ON01110NSNS10MFp1'BUllg11(fNOWND61017fainVerify design pnlnmetenend rend notes onIN% truss 0eugnD-irOPODland theMenuetrdodin.,P.f.leferenr,Used beforeuse. Unless Arai. tented oath, TOO,IV MANUEIMARTINEZ,P.E roneetlet so5d. Milek ploln shag be used for IM1, NO tr be As o Luss 7esige Ingineer (.e.,Spesialty Engineer(; she sire anwy ND ¢preuNs on rraptame of the prrlessi.nrl enginenirg msponsibility for 1te desig, ,Tees smile, Guns depid,d en the fDD mly, under 1P1.1, The design ossumplioos, looding mndilioo, suitubllity redsin of AM— far eury, Building is the respenubdityrf the Owner, the OrnA o 1bunindnowor the Sundiag Daigno, in ?be nft.1ul the 11C,th,IKthe 1.0 building rode redTPl-L. The rpprmol r(the IDDontl sy field use.1On Truss, iududing Fondling,*rage, inuoll.han and bming,sho06, the #041182 1I responsibrrtyolonlu0dingO,signd(o ...cnadoe.AO.1.0.etiotheTOOendthepnrhmsredgeideenesoftheBuildingUrap-elSnleryhdornarkeIBnqpublishedbyINendSBprruefesenndI,,peeerelgaidenre.IPN.definesMeresporslGilislesanddutiesollhelmssOaslgner,GussDesignfegineerond 10019Charlton Cir. inu Yreufrnurcr, unless rlhvdse defined hyr (enhon oened upon it wr0mg by ell pmhes (evolved. The Gm, 0.0gn Ingineer I, NOT lbe Building Designer .,Duns Syuenfngineer for reybuildirg. IIICrpitalited Ions -us d,rioed In TPI 1. (rpyrighf ©9015 A•I trn(lmsses • Mravel Mntlinee, P.E. Aeprodudirn nl sbis drmmeet, in uny loan, is prohibited rBb.riaen permisiiry firm A -I Boot imues-Monuel Moines, P.f. Orlando, FL 32832 Job Truss Truss Type Qty Ply Pac/6812 EL B A0586134 62808 FLA03 Floor 2 1 �Std Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 3x3 = Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:24 2015 Page 1 I D: FJM?bXpxJB Wb W8og Q I II UfzJd IJ-Br4X4_bwu Ecui7nYcflnCeY W 7HoE5cOfd FA237yYVs9 2-1-0 1 1-0-6 �—i 13x3 11 2 3 3x3 = 4 4x6 = 53x3 11 5x6 = P,11111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOIL 1.00 TC 0.60 Vert(LL) 0.05 9 >999 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.55 Vert(TL) -0.07 10-11 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 50 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP M 30(flat) BOT CHORD 2x4 SP M 30(flat) 'Except' 132: 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 6-7. REACTIONS. (lb/size) 11 = 195/Mechanical 8 = 1307/0-6-0 (min. 0-1-8) Max Uplift 11 = -53(LC 4) Max Grav 11 = 313(LC 3) 8 = 1307(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-317/256, 34=0/990 BOT CHORD 10-11=-256/317, 9-10=256/317, 8-9=-259/317, 7-8=-990/0 WEBS 4-8=-1034/0,2-11=-380/308,3-8=1119/0, 4-7=0/1328 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 11. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X T) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plfl Vert: 6-11=-10, 1-5=-110 Concentrated Loads (lb) Vert:6=600 Noming-Meose tsorupy rev inthe'11¢DOn1DSf[S(S[lEl¢j.GINnR(E(UIS¢(O¢DItIOASCJSiDY(¢('BU([¢il(IINOMNDFNHII'W.VeriEyd0gop-orew—d rtod oolm on mis'.rassOnigoDroriag(IDD)mdl6e YoouelYorlieee,tl.Idaeoa Sb,,Ib,breox. Dale-thrsisevotedomHEDD,ody MANUEL MARTINEZ, P.E. '�IDIek wneetlu 01 sbalbeesedfor the IOD m beeofid. lsahossDaige[egmeer(e, Speudry Fngineubt6neolao oey1D0 repeudsoeeneplameoftM1eprnlnsiendeegmeeligasponsitihry for thedesgetithe smglchmsdepided en the SDD only, order iPEI. The design esrmlptiom,looting sondlfiou, 'scDoBliryaedumolt6isTmssformy¢uddingislhareepanu'hi6ryolthe0.aer,IheO.oeisouthorrsedagenlorme¢mldixgDnigna,mlhemeledoh6el¢GS5eIlC,lielacolhoid'mgrodeeedTPld.TheappwrldfbeTDDondmyfiddmeoltheTms,imbdn¢Eaodfirq,Vemge,iostAk.Ab,,ilq,shdbethe #041182 rnpoev3rdy ofIEe I:Iilciag DeLgoer ood(anhodol. Al nobs sd cut in the IUD end the prortims aed geiddonolthe ¢ufldiogComponentSnIefy Idmneien(¢(SQpobliMd byIF! cad S¢CA or, refaennd for Roe gaidenrc.IM defines the tespeos!¢ifies ned dufios of the I Desiymhors Wgn Iegiwrand hors Yendomm, unless nlherrke deked by o (enbon agreed opon io.rieroghy oll pmdes inohed. The Tmss Onige Eegi.- is¢OT the lidding Oesfgnet or Loss System Engineer for coy bcddug 1D CepDdircd terns me as ddieed b TPEL 10019 (IID(IIOII Elr, (opyrigh1920I5A•I Ponl lrmses • Nnnuel Elmlioee, PF. AeproduBon of this dosumeef, in ony lalm, is pmhliled r;lh mitten perminion hcm bl Roof Tmises-Nonuel Nodinee, P.E. OflYffd0, FL 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B AO586135 62808 FLA04 Floor 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:25 2015 Page 1 ID:FJM?bXpxJBWbW8ogQlllUfzJdIJ-f1 dwHKcYfYkIKGMkAMp01s5knh3Zg9oosvvccayYVsS 1-7-8 1 1 240-0 I i 1-2-8 II a�� 3x3 = 13x3 11 2 3 3x3 = 43X3 11 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1%0 TC 0.42 Vert(LL) -0.08 6-7 >915 480 TCDL 15.0 Lumber DOL 1.00 BC 0.87 Vert(TL) -0.14 6-7 >522 360 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(fL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9 = 450/Mechanical 5 = 79810-6-0 (min. 0-1-8) Max Grav 9 = 450(LC 1) 5 = 798(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-699/0 BOT CHORD 8-9=0/699, 7-8=0/699, 6-7=0/699 WEBS 3-7=0/411, 2-9=-827/0, 3-6=-904/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Standard Uniform Loads (plf) Vert: 5-9=-10, 1-4=-110 Concentrated Loads (lb) Vert: 6=600 PLATES GRIP MT20 2441190 Weight: 41 lb FT = 0%F, O%E ef-ing-PI'aselh—A-1.1h.'F1 ROOF I- Yesiffid.iippinesev—d .A antes nefi,i, unbssoth-iseslaledonIt, lDD,00ly MANUEL MARTINEZ, P.E. ADIek mnvetlaa plmn sAal be used for the NO bhe mfid. AsoLou Onige Copineer (e., SperinityEngioan), the ual o0 oep1D0 repreunls on oueptome ollh prolnsirool eogineoagrnpuasmifill for Redes'rye ellhe smyle Lmsdepined en the IDD mly, Dodo iP41, The deYg1 ossomplurs,loa6og smdibes, �sunobility aoduwol lhisTmss lol ony raddng is lfe nspomih0iry otlhe0ener, Nle O.nn's eotharhed ageel or the Beildirg Onignn,iu the melern ohhe llUhellC, Ibe lain hadd�ag mdeoed Nl-I, TheopwomLlthelDDmdonpfeld au althe Luu,iaslod;ng Awdpog,sbmge,immDoBon ondbmsiog, shoo 6e the #041182 ! respmsibdityallhaluildingDe4gnerond{arhertot.Ali sales Want inthe TOO adlhepmr6¢sand guidegnestithe Wilding Component Safety lnlonadao(II(Sl) published byIF! en! SB(AareretemnmdI.,To eIgaidense.IPNdeCmuthe respombilitlasand duNesatthe frauOslgnie,Tmssgesignhgiewand 10019(horlion(iT. Luss Ymulorbrn, unless alhvdu defined by a (onhan ogeed opoo in urfing by allpmties hvo,{red. Thehms Design ingben is NOTlhe Building Oedgan ar Lou Si Engineer for aey hailding. All f.in olimd lams me ai defied in TPf1. Capyrighl0201SA•I loofTmueo-NonuelYadioeypi.leproduslianofthisdammeot,inanyloan,isprohihitedr06r1iHenpermission6cmA•1 PoofTmuet-NarmelMarlines,P.f. Orland0, FL 32832 Job Truss Truss Type QtY Ply Std Pac/6812 EL B A0586136 62808 HC4 RAFTER 50 1 Jab Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:25 2015 Page 1 ID:YwMtazYTmRGkHb8J_pTy?Kyn003-fl dwHKcYfYkIKGMkAMp01s5lphG4gC7oswccayYVs8 2-9-5 2-9-5 2-9-5 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.02 1-2 >999 360 TCDL 15.0 Lumber DOL 1.25 BC .0.00 Vert(TL) -0.01 1-2 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 4 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BRACING - TOP CHORD LOAD CASE(S) Structural wood sheathing directly applied or 2-9-5 oc Standard purlins. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = • 93/Mechanical 2 = 93/Mechanical Max Horz 1 = 41(LC 8) Max Uplift 1 = -69(LC 8) 2 = -78(LC 8) Max Grav 1 = 93(LC 1) 2 = 93(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 lb uplift at joint 1 and 78 lb uplift at joint 2. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Wmq-Phase tharoaghlymdar the'A-1Roof IMS61'Sr(I1II,61N1111 TIMS A(08011IONS(BIOMIRrOUT(8jA(AIIDRIFDGFMINr form Besify dnipa pommden adreod ootn on this imst Miss 13-igFIT) and the Manuel M.01m Pl. Ieferenm Sheet hdm uu. Unless oth,,f. staled on Me ITT, Wf MANUEI MAR)INEI P.E. /� A61A mnedar piles Ad he used for the 30 b he rolid.AsoTmn Doiga raglneer (.e., Speaiahy Iagin t6,s 1 on my IN mpreunls oa a planm dTh, Pmlessi...I en;m &.9 mspasbility fvr Me design.1the sigk has depided en the TDD only, under IP61. The design ossumpfmos, laodng mndilins, ///��!�\\ .RoNlily and use.11%1mnIs, one hilding is the raspansibi14Othe 0rnm,th, Oaverbrutbmhedaged or thogw7dieg Onignm,In the maWl d the l86 A.III.the l.0 hilding tch ndR4l, The oppmd tithe TDD and any field me sf0,Ts,,, indodin8 handling, storage, inbhfim and 6mdng,NJ 6e the #041182 s r�respaaoLdiy e06a WiiGeg D:MgneroadCperador. AB mks setouf mthe f00 end tAe prulm and geide6oesotMeeoildiogCompandSafary ldorvallon(06Q po61ished by lPl Dot SBG am refneomd for gmereIVidssm TKI definss the respnsbiiNm and duties d the lmss 0eilgaeyNo Milo legineer nd 10019 [hgTlton [ir. IroaYaadarrora, oaks eWnrlse delved 6r a (onhodalreed opao is Wrong hydlpmfin heahed. The Lou Ins, Fngioeer is Rol the IsMiss 0.09ni ar Lass Syst. F o,v hr Day hddug. AD Cepi1,Uaed term me as delved in IPI.I. (oPysight©2015A-18avnmssa-MonuelMvdiae;Pl.Beprvdmliandthis d—d,ioanylmn,ispmhihiledQ!,h flfhnperminionfiamA-1Rol I., ,-M.—IMndf-,P.F. Orlando, FL32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B 62808 HA Diagonal Hip Girder 2 1 A0586137 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:25 2015 Page 1 ID:FJM7bXpxJBWbMogQlllUfzJdIJ-fldwHKcl fYkIKGMkAMp01s5i7hBEgC7osvvccayYVs8 3-6-1 3-6.1 2x4 11 3-e-1 3-6-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.52 Vert(LL) -0.03 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.37 Vert(TL) 0.04 4-5 �>999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.04 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 18 lb FT= 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 31/Mechanical 5 = 205/0-10-4 (min. 0-1-8) 4 = -18/Mechanical Max Horz 5 = 95(LC 4) Max Uplift 3 = -37(LC 6) 5 = -225(LC 4) 4 = -49(LC 11) Max Grav 3 = 31(LC 1) 5 = 205(LC 1) 4 = 59(LC 14) 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; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.25 plate grip DOL=125 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 lb uplift at joint 3, 225 lb uplift at joint 5 and 49 lb uplift at joint 4.1 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 138 lb down and 163 lb up at 1-4-4, and 138 lb down and 163 lb up at 1-4-4 on top chord, and 23 lb down and 72 lb up at 1-4-4, and 23 lb down and 72 lb up at 1-4-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 2-3=-70, 4-5=-20• Concentrated Loads (lb) Vert: 7=139(F=70, 13=70) 8=87(F=43, B=43) Womiag-Phme!6osooghSy renarMe•A-I ROOF (gDSS[5(iRIEYj,GEN[BRnIVISACONDITIONS(OSIUMIRf'BUY[NIA(INOMEDG(BUTS•Im Nilydnignpmaradaand ,ad ad,son;Ais inss Desgn am�ingl[DO)mdlhe Ef iuel Nnniee!,Pl.leferen!a Shutbelon ose. Unless Auvri""I'd onthe t00,only MANUEL MARTINEZ P.F. �AOTeR ronverlar plolnsM1oO h<med for the IDO to be xofid. As a Go»Design [oginar (i.e, SpeeiaNy Engineesl,the ual oa ooyTDO ,p—* oa aaeplon!e of the prolessionvl ngin,,&g mpomi�ility for tte dugr. at IN single Truss depidad on the ID0 onl y, under TP61, the deign msampSiaas, landing eeodifiau, ,ohlahly and me of WIN,, I,, Buildingis the mven,Wy adthe0mer,the 0-,, oother4daged or the reilding Dngna, in themalut of the K, the IBC.11,1%.Radoel oh aWffl. The opprocd.1the TOD andany field ate of the Tmn,inMing hoodkog,sfamp, imt.laku and Wdal, shall be the #041182 / respmG6Lty oflF.a Bagdmg Dasigoer ond(eenaeoS. AN aakuelad is k 100 end the pefion and gaidebnes of the Boildfng[omponeal Soleylnbrmli.RISQ poblahed by IF] eod SECA a,, of nrtdbrgmerelgaidao<e.IP4l dehnlsMermpovsdiihik!and lodes of the lma Wsigoer,TranOnign(aglneer cod 10019 (horlton Cif. Tmss llanda",,aol- alhmdv de0u1 by a looked apalopen ie Oaq byoil pmfesaealnd.Th. Tioss 0.0se Sogioeer is NOT She Bailding OmgM, or Srms Sydem(f.—far or beil5a9.tldCvpilefired lensau as de0vcdmiP61. (apyrigbt(� 7015 A•i Raof lmnes • Manual Bodiau, Pi. Aeprodatlion ohhgs dammeet, Se any loan, is pmhihiled rith niaen perminion from Ad Root imssos • Bonuel Marries!, P.F. Orlando, f132832 Job Truss Truss Type City Ply Pac/6812 EL B A0586138 62808 HJ3L Diagonal Hip Girder 4 1 �Std Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 1.5x4 II Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 30 08:41:26 2015 Page 1 ID:FJM?bXpxJB WbWBogQlllUfzJdIJ-8DBIUgdAQrscyQxwj3KFH3dwO4aOZfNx4Zf980yYVs7 3-0-0 2.83 F12 2x4 zz 3-0-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0_ Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.01 8 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL .1.25 BC 0.19 Vert(TL) -0.01 4-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 15 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 209/0-10-15 (min. 0-1-8) 4 = 37/Mechanical Max Harz 2 = 79(LC 4) Max Uplift 2 = -229(LC 4) 4 = -35(LC 5) Max Grav 2 = 238(LC 11) 4 = 48(LC 11) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-268/134 BOT CHORD 2-4=-118/255 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 229 lb uplift at joint 2 and 35 lb uplift at joint 4. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 99 lb down and 96 lb up at 14-9 on top chord, and 11 lb down and 53 lb up at 1-4-9, and 11 lb down and 53 lb up at 14-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 4-6=-20 Concentrated Loads (lb) Vert: 7=96(B) 8=59(F=30, B=30) Weming-Nea, tboronghly avin. the 'A F ROOF TRUSSES('SF11111GINERAI INS R (011DI11ONS (USICKER('DUTI11 A(KNOWIEDwar form. yerNy dais. pemmeteaaed read notes an, *is cross Design Drawi.g(IDD) and the N.dael awl-, Pl.lef—ce Shawl bnt.. use. Wren otherwise stored ors the tDD,00ly �AGfeh Nmeda,plalesshul be usedin, the TOD to be adid. AwLon Oaigo(.ginar(i.e,Spe,i.l,y Ensinea), the seal.naay TDD,epreudsoanneptanm.(the prolasionolnpineeriogasponiilily I.,N¢daige fib, single Trussdepi,td ou the TOD only, under TPH. The design..nump,uan,waaing..tfi.a, MANUEL MARTINEZ, P.E. I sailabliyanduseoflNsInussformylugdingistheresposibTAyofA,Owner,theOw.erseolbWiud.ge.1rthegeildirgO ines,inlhetoohni01helRC6,11ClbelNOluilins,odeWPM,Theopproroldff,TODsudanyfidduseolIleTruss,isudlAghandl%sense,iWAlienendbretinr,shUbathe #041182 ' respavbdOy aflte Railruag Dadg.er ondfoensd.,.AO.dss sd out in the TOD end If. pemNN,.nd gsideinnefthe Building Safely lddmofisrs PISQ ps1di And by IN wSECA Ne rafnamdfaii-ralgngdee,e. TPH defies the respoesifilks end dune, fib, Loss Wdgaer,imss Deign Eegineer and 10019 Charlton Cir. Lnn Moa.IaMras.leno0m in defied byo(oatr.d.esed.poais W.ghydlponfai+rand. The Tina Oaige Engineer is NOT the hildug DaigeerNW.Syst-Ingwa,In, e.y hnldug sUCapimCned te,msme as def edmiPhl. (opyeightO 7015 Ad goof Trusser Mr-1Modinee, Ff. Rep tsdudion of ibis dommest, i. any farm, is pmhihitad.ilh amen permission (rum A-1 Roof Tin..... M.—I Martin.; P.F. OrlOndo, R 32832 Job Truss Truss Type QtY Ply Std Pac/6812 EL B A0586139 62808 HJ4 Diagonal Hip Girder 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28,2015 MiTek Industries, Inc. Wed Sep 30 08:41:26 2015 Page 1 I D: FJ M?bXpxJ B W bW8ogQ I I I UfzJdIJ-8 DB IUgdAQrscyQxwj3KFH3dsf4XLZfNx4Zf980yYVs7 3-2-2 i5-10-6 3-2-2 12-8-3 2x4 I[ 5-10-6 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/d'efl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.06 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(TL) 0.06 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.05 3 A/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 25 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = 22910-10-10 (min.0-1-8) 3 = 83/Mechanical 4 = 28/Mechanical Max Horz 5 = 129(LC 4) Max Uplift 5 = -236(LC 4) 3 = -121(LC 6) Max Grav 5 = 229(LC 1) 3 = 86(LC 11) 4 = 73(LC 3) 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; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 236 lb uplift at joint 5 and 121 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 138 lb down and 163 lb up at 1-4-4, 138 lb down and 163 ; lb up at 1.44, and 43 lb up at 4-2-3, and 43 lb up at , 4-2-3 on top chord, and 23 lb down and 72 lb up at 144, 23 lb down and 72 lb up at 144, and 4 lb up at 1 4-2-3, and 4 lb up at 4-2-3 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 1 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=70, 2-3=-70, 4-5=-20 Concentrated Loads (lb) Vert: 7=139(F=70, B=70) 8=85(F=43, B=43) 9=87(F=43, B=43) 10=4(F=2, B=2) Moing-Me- tsoroaghly mvin the 1-1 ROOF SROSSIS(1111ERj, OnSIRA1firms 9(011DITIONS(USTOMIRrOUVIR1A(ANOW11319irimm Verily design potamefersoodreod note,.ahis nossDeiign 0-1.g(IOD)nnd the Monel MnifnerF.I. lefunn Sheel hive use. Urdo,s otberedu MW oethe TOD, only MANUEL MARTINEZ, P.E. AUIeA mn..der plot,, shoo he used for the TOD la be eoiid. A, a Los, O,,Sgo Fogineer C..,, Sp.i.lty Engine.); the sal an ony TOO «preudsbo enepleme of the prolessionol ego,edng rzspor:,ihildy fe, the deeige of the single iron Jep ded oe the SOD only,ond,, TPI-L The design ossrmptrone,laeding modifion, �seidebilily and u,s of Ibis➢onl..ny Binding S, the nwmibildy ofihe omi, the 0—A ulhuiaadopol or the Building De,ign.,in@e vubm of the W,the SR(,ib. food Wilding rode WRI.1, The oppreni.11, TOD and ony Geld use of the T,unJodud'ngb..ndgng,sM,,ge, i.loMn end b,,&J,,b fl be the #047182 ! respooilbdiryolthaeuildingO:4gnerand{ontroom. AOnoh,setooliolheIDDnndfhepmsfi.,adg6dehon.1the luildieg(onpoo,ofWay lol—efea(R61)publi,hedbySPiondSRGe,,Wv,edfe,genesofpidcn MI dole. the relponbihfl.aedMe, of1b,To.,$OeOgeer,N.Mile legion,ed 10019(horlton(ir, Teun Moo.fmr., enlenmh„rke defioed byo(enfodognedopen ie.,Oiq by n0 pmtl. L Ind. The I,-Osigefogia,ai,NOT the Building 1165n.oe1.on STU.hoie",for.oy kifdi.y.AO(epimliudtern,...n, defined m TPI-1. fopyrighf© 2015 A -I go.[ims,e..M.... I Moddcn, ff. Repmdudiee of this domme.f, in ney f.m, is prohibited rith rriden peamission from A-] Roof T.--Manuel M.,lineo, P.E. Orlando, FE 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B A0586140 62808 HJ5 Diagonal Hip Girder 2 1 Jab Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run:.7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:27 2015 Page 1 ID:FJM?bXpxJBWbW8ogQlllUfzJdIJ-cQlgiOdoA9 TaaV6HnrUgHAOBUrJ15S5JDOjgSyYVs6 1-11-11 3-3-8 6-11-13 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL , 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014lrP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 OTHERS 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 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 107/Mechanical 7 = 255/0-10-10 (min.0-1-8) 6 = 81/Mechanical Max Harz 7 = 125(LC 14) Max Uplift 4 = -112(LC 14) 7 = -293(LC 4) 6 = -168(LC 5) Max Grav 4 = 125(LC 11) 7 = 255(LC 1) 6 = 114(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-228/257 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.25 plate grip DOL=1.25 2) This truss is not designed to support a ceiling and not intended for use where aesthetics are a consideration. Dead Load Dell. = 1/16 in 3x6 = 3x4 = CSI. DEFL. in (loc) Well L/d PLATES GRIP TC 0.68 Vert(LL) 0.17 6-7 >473 360 MT20 244/190 BC 0.46 Vert(rL) -0.19 6-7 >426 240 WB 0.08 Horz(TL) -0.00 6 n/a n/a (Matrix-M) Weight: 39 lb FT = O% 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 4, 293 lb uplift at joint 7 and 168 lb uplift at joint 6. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 138 lb down and 163 lb up at 1-4-4, 138 lb down and 163 lb up at 1-4-4, and 43 lb up at 4-2-3, and 43 lb up at 4-2-3 on top chord, and 83 Ib down and 72 lb up at 1-4-4, 83 lb down and 72 lb up at 1-4-4, and 4 lb up at 4-2-3, and 4 lb up at 4-2-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=70, 24=-70, 5-7=-20 Concentrated Loads (lb) Vert: 9=139(F=70, B=70) 10=85(F=43, B=43) 11=87(F=43, B=43) 12=4(F=2, B=2) Wemiog PLoetboraogMyrevieaWA I ROOF TRUSSESrmly d0pperemdaseod reed notes.Dd,Th"Deign D-igODD) cnd the Meneel Yodi ol. hlereoce Sheet hloe me. U*,, e6eri.oled oNthe TOO, off �nosh ion ft pLln sE.D k used for the TOO la be mlid. AsoLoss Design Fngin<er(.e., SpedoAy Engince,l,Me ual onaoy l00 mpreumsoe oaeplomeof the prohaienoI rngineoisgaspuAilily far Me&6ge.olMe single Los dopidcd an the TOO anly,.6,TPi-LTh,deign-.pfmo, lauding,ondilion, MANUEL MARTINEZ, P.E. saitob4ilyand me 0 khTmnfor nny hilhll i,lb, ropwil ililyoftheUna,lb,D*neiodhmi,ad aged.,IT, hiiding Deign.,inthe me.10 the TICtheTO(,A,lwdh gdin¢mde andVI-L Tha opprotel af6,TOO ondony 110dme W McTma, S 411bondling,,fo,oge, imtahlim and bmsing, sholl be the #047182 mspomihdBy oltha¢nllding DnsignerandCoahedoc AN nohesetad in lh:T00 andthe pmmtts eodg idefneselMe laildingComponcm Soleryldo,mo4on(861Jpublished bylP:'ond SRtAare relmenrodhrgmemigaidee[e. TP4l debnes MeresFoobilfliee and dudm odfb tmss Oedgaer,irua Design Fogineer and 10019 (horlton Cir. Loa Nn&auro, enleo arh,.M debeedby o Co00.1eed a eon in"inrgby all p h"favaInd. TheTm,s hop Fngmeer is NOT Me Ru&SOeGgne arlmss Syslen Fngmeerfor ay hildtng.AllCepitdi,ed tons ersasde0ned In IPhT. Copy,Egbi© 2013 A.I Icef Tmaes-M.-IA,r i-, Pi. hprodedian of this dommeet, Sn any fom, is pmhihhd rith wridm perminian Lem A.I Roof Tmsses• M.-I ASa line,, P.E. Orlondo, FL 32832 Job 62808 Truss HR Truss Type Diagonal Hip Girder Qty 2 Ply 1 Std Pac/6812 EL B ; A0586141 'Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul'28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:27 2015 Page 1 ID:FJM?bXpxJBWbVWogQlll UfzJdIJ-cQlgiOdoA9_TaaV6HnrUgHA_rUrr12x5J DOjgSyYVs6 1-11-11 4-9-9 9-9-12 1-11-11 4-9-9 5-0-3 2x4 11 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 `Except' W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 54-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-11-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8 = 382/0-10-4 (min. 0-1-8) 4 = 185/Mechanical 6 = 252/Mechanical Max Harz 8 = 166(LC 4) Max Uplift 8 = -330(LC 4) 4 = -172(LC 4) 6 = -132(LC 5) Max Grav 8 = 382(LC 1) 4 = 185(LC 1) 6 = 279(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-410/313, 2-10=534/346, 10-11=-548/369, 3-11=519/354 BOT CHORD 7-15=-423/508, 6-15=423/508 WEBS 2-7=-312/515, 3-6=-543/452 4-9-9 CSI. DEFL. in (loc) I/deft L/d TC 0.83 Vert(LL) -0.03 6-7 >999 360 BC 0.49 Vert(TL) -0.10 6-7 >999 240 W 3 0.30 Horz(TL) -0.01 4 1 n/a n/a (Matrix-M) NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.25 plate grip DOL=1.25 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) *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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 330 lb upliftlat joint 8, 172 lb uplift at joint 4 and 132 lb uplift at joint 6. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 138 lb down and 163 lb up at 1-4-4, 138 lb down and 163 lb up at 1-4-4. 43 lb up at 4-2-3, 43 lb up at 4-2-3, 1 and 43 lb down and 102 lb up at 7-0-2, and 43 lb down and 102 Its up at 7-0-2 on top chord, and 23 lb down and 72 lb up at 1-44, 23 lb down and 72 lb up at 1-4-4, 4 lb up at 4-2-3, 4 lb up at 4-2-3, and 36 lb down at 7-0-2, and 36 lb down at.7-0-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 2-4=-70, 5-8=-20 Concentrated Loads (lb) Dead Load Defl. = 1/16 in PLATES GRIP MT20 244/190 Weight: 53 lb FT = 0% Standard Vert: 10=139(F=70, B=70) 11=85(F=43, B=43) 12=85(F=43, B=-43) 13=87(F=43, B=43) 14=4(F=2 , B=2) 15=-36(F=-18, B=-18) ttaning-POosetloroaghFyuvierlhe"A-1 ROOF 61RSISCS1111RIGFNlPAl1111S a(010111ORS(Rlobal ouyfojlll(owii06t#arIoim Yeidy designpoiomeleoaodeeadems.this 1rassD,dgaD-1agl(O1))mdlh'ekoaue1 dlameet,Pl,Ielereoa5heethesart uu. Unkss et5erese doled on lEe 100, only MANUEl1dARTINEI, P.E. Atiteh mnaed., pl.ln,hah k omd for the IDD h be,o5d As o imn Onigo Fagmem (.e., Spedallyf.gio...1 the mot..oglDD,,peexnts.. aneph-of the F.Iosimol eagi—&q mspoe,miRty is, Me daga at IT, single has, deptded as the IDD only, and,, Tn1. The design m,aoplims,toa6ng mndifiaa, �saBo6ilily a ad use at 16YTnes,to, any Ruilding is the mspu,Wity at the Owner,MsO—,seA,,uad.geator1b, Bern Designs,, in The eaohel 0 the lRG the RC the lad Budding ad, aadTFI-I. The opp-1atthe�Do and any field useaf6,Pass,N,14,g tandymg, slomse, iml.11ofion and bmdnR, shall be the #041182 !,esponsibdityotlb.hil6ngDadgns,ad(orft.da.Agnates set outintheTODeadlhepmrfieesandgaidefinesoltheh.ilding(omponemsalelylntamoliaa(B(SQpubrahedbyITT.458EAa,,ateianmd(a,BannI idaom.1TP1-.1 10019(horlton(ir. Tlaft YaubMrey anleu alha,wlm defined byes (.nh.d Domed upon in wrieng by ollpmtbs invalaed, the Dm, Onlge Engine,, 1, NOT the Building Design'. ar 1-, Sydaa Engineer ter any bailti.g. tl1(.pit.1h,d le,ns.,e h, defined i 761. (opydght02015 A.I [.atTwo -U.nuel A(orli.ee, P.E. Repsodudi.a at this d.mmeaf, in any tam, is prohibited with Widen pe,mtnion fm,n A.I Beef Tna-s• Nanuel Martine; P.F. OBIOndO, FL 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B A0586142 62808 HRC Diagonal Hip Girder 4 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 Mi T ak Industries, Inc. Wed Sep 30 08:41:28 2015 Page 1 ID:FJM7bXpxJBWbW8ogQIIIUfzJdIJ-4cJ2vMeQxT6KBk4JrUMjMUjEdu8il X—EYt8GCuyYVs5 -1-11-11 1-11-14 3 8 3 7-2-14 9-9-12 1-11-11 1-11-14 186 } 3-6-11 2-6-14 D1 Load ell. = 1/4 in 1d _ c� ti 7 C4 N O OD O 3x6 = 3-8-3 3-8-3 9-9-12 6-1-9 Plate Offsets (X,Y)— [5:0-2-0 0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.13 8-9 >844 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.36 8-9 >312 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.19 Horz(TL) 0.04 8 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) Weight: 54 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except` 133: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 9-10. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11 = 415/0-10-10 (min. 0-1-8) 6 = 57/Mechanical 8 = 429/Mechanical Max Horz 11 = 166(LC 4) Max Uplift 11 = -297(LC 4) 6 = 48(LC 14) 8 = -230(LC 6) Max Grav 11 = 415(LC 1) 6 = 58(LC 11) 8 = 429(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=287/343, 3-4=-458/222, 4-14=796/465, 5-14=-791/464 BOT CHORD 9-10=-254/204, 4-9=-249/254, 9-16=340/445, 16-17=340/445, 8-17=340/445 WEBS 5-9=-182/488, 5-8=-542/414, 3-11=321/108, 3-10=-284/393 WEBS 5-9=-182/488, 5-8=-542/414, 3-11 =-321/108, 3-1 0=-284/393 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.25 plate grip DOL=1.25 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20:Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 297 lb uplift at joint 11, 48 lb uplift at joint 6 and 230 lb uplift at joint 8. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 138 lb down and 163 lb up at 144, 138 lb down and 163 lb up at 14-4, 14 lb down and 31 lb up at 4-2-3, 14 lb down and 31 lb up at 4-2-3, and 36 lb down and 68 lb up at 7-0-2, and 32 lb down and 66 lb up at 7-0-2 on top chord, and 23 lb down and 72 lb up at 144, 23 lb down and 72 lb up at 1-44, 28 lb down at 4-2-3, 28 lb down at 4-2-3, and 60 lb down and 28 lb up at 7-0-2, and 53 lb down and 22 lb up at 7-0-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=70, 2-6=70, 10-11=20, 7-9=-20 Concentrated Loads (lb) Vert:5=-69(F=-36, B=-32) 13=139(F=70, B=70) 14=63(F=31, B=31) 15=87(F=43, B=43) 16=15(F=-7, B=-7) 17=-94(F=-55, B=-39) wenag-PI—throoghryniva tEe71g00F IANSf6('S[tl[tj,GplPAr(PNS6COADI110N5(JSIDNEpI'BUf[pjA([p0y7([DL(ND7PIoim Pudyde48nponmefus oodnad notes onuis tests Design D—ingRODl and the Manuel lto!!iee6P2.leferenre Theel Eehnuse. Unk's A"etustated on the 100,00ry pIANU11 MARTINEZ, P.E. �ANTdoneeda, Plates ebol teased I,, [he IUD hb—fid. IsaLon Dedge[ogmeer(e. SpeunNy E,ginentlbumlmary IUD¢przuds oa oueplann eONe pnlesshad,.Onesiagrspoeskifily k,M desye al Me single Gun depidedeo 16e IUDwry, undn PP6l. lhedesigo a snnpti,aykv6ny,ndran, saitohirily and use of IN, rnolo, any Budding is she responsitntny of the Owner, the Owned ov tked og,d or the 1101dicy Designs, in the sannn d III lRCthe IIC tba lord bogdag aode aed IFI.I•The app—I lithe TOD and any bold use of the Dan, hadadnp F.oadNng*my,,iWistlease and bndq, shall both, 1#947182 respoasib&ty of the leilding Designer andConhads. AD rates set out in the log ead the p e,fius sad gaid,Daes of the BuildialUaponaof SoleN ldaaaikal8(SQ publish,d by IPl and SeCA on nlmauid for Dwane gnidenre. IPI-I dafinn th mspoosbilisles and dative tithe Truss Desig-,iwss Design l,gi-,and 10019(hgrlton(ir. Tau Maeandure,, and alb -he defiad bya(enhod agreed upon in wrong by oll panes in,.d. The I Design E,ykeu is NOT the 8ai1da2 Desige,e,orIan truer Ingineerfor any boildmg.All Capiadited lea, a,e as defined M VI I. Capyrigbf©2615 A -I rourlrunes-Manuel Madi-, P1. Repndudiaa nl this da,umeof, it our bu., is pmhihikd. Ih niden pe,miceion Gsn A-1 roof lns,es-NonueI Modiner, P.E. Orlando, fL 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B A0586143 62808 HV16 GABLE 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:28 2015 Page 1 ID:FJM7bXpxJB WbW8ogQlll UfzJdIJ-4cJ2vMeQxT6KBk4JrUMjMUj7OuAZ1 XdEYt8GCuyYVs5 6-10-8 9-1-10 16-0-2 6-10-8 2-3-2 6-10.8 V d 0 3x4 = 1.5x4 11 3x4 = 4.00 F12 3x4 11 6 3x4 /1 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(fL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 48 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 8-6-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 371/16-0-2 (min. 0-1-8) 5 = 371/16-0-2 (min. 0-1-8) 6 = 529/16-0-2 (min. 0-1-8) Max Horz 1 = 46(LC 8) Max Uplift 1 = -202(LC 6) 5 = -206(LC 7) 6 = -146(LC 6) Max Grav 1 = 371(LC 1) 5 = 371(LC 1) 6 = 529(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=469/571, 2-3=-384/634, 3-4=-384/634,4-5=469/571 BOT CHORD 1-6=-431/384,5-6=431/384 WEBS 3-6=-328/379 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) , Vasd=132mph; HVHZ; TCDL=5.0psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left j and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 202 lb uplift at joint 1, 206 lb uplift at joint 5 and 146 lb uplift at joint 6. 9) "Semi -rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard seaming - please Ilanuughtymviesethe "A-1ROOF (RUSS61'SnI1R],GOMMTIM&CONDIIIONS(USIOMIRrOUTERIA(INOTRIDUMThrit,..Ivifydesign P-awls"aad-A notes outhis I'm Design O"s+SngODD) andtheManuel YortiaeyP.E.leferen" Sheet Sours use. Ikdetsotherersestated onthe TOD,only MANUELMARTINE2 P.E. �Yilek-acul.t plebs shoo b' oud for the ND la be'orid. As oLoss Oesigo Engineer (.e, Speddly logineer), the seal on ocy NO "presents as."'Pt.-ollhe prol'ssisnal mgi"nieg "spo,.ibilily toe the desige of She shigleitun tepid d an the TOO only, undo, TPBI. The design nsumpinam, loodingsendilion, sodabitly and me of this lot any Building is The mspomibility al the 0aner,the 0naeiteaIh,,iutd agent of the Bsildieg DaiijIm. in the context of the ItC the llLthe load huOding code nod Rol. The aIsptoro1s1BeTDD and any Geld use of the Trots, indadng handOng,storage, installation and burring, shall he the #041182 / rcspos0b" of the lullding Designer aod(o'nan.. AO na"uelod is the IDO neat the pmr6"sand gvldeleesal the Bedding Component Solery lnlormolioa {B[SI!published hp Rl cods'(hem"hienmdlorgmeral gaidence.TPl-I debaestBerespoos3iDlwsand dudes of the Loss Oesigaer,Luss Design Engineer and 10019 Charlton (ir. Irons Ymakeurq mless aDt.d" defined 6y a (mho" ogieed span is nhcg bydlpm0n.'abed. the %" Imp login'. is NOT the SoOding Desgn. ar has, Ste-[ngmeer I" osy heitdivg Anfnpim(.ed Inns ne ai delseat ieTPEI. Copyright@ 201S A-1 loaf Tresses-YoaunlYorlieee, P2. Reprodartion d shin dammeot, So Wiry dorm, is prohibited srit6 nitlen permission hem A-1 Roaf Tmsses-Yonuel ASadium, P.E. Orlandit, R 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B A0586144 62808 HV20 GABLE 1 1 Jab Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com M- ISM:l 3x4 = 4.00 rl2 1.5x4 II 2 Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28.2016 MTek Industries, Inc. Wed Sep.30 08:41:29 2015 Page 1 I D: FJM?bXpxJ B Wb WBog QI II UfzJd IJ-YotQ7 hf2imEBpuf VPCtyviFQN I bnm_COnXtpILyYVs4 13-1-10 20-0-2 1.5x4 11 3x4 = 1.5x4 11 4 5 6 3x4 5� 11 10 9 8 3x4 1.5x4 11 1.5x4 11 3x4 = 1.5x4 11 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 0.44 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.21 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(fL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix) Weight: 64 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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. All bearings 20-0-2. (lb) - Max Horz 1= 46(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1, 7 except 10=-134(LC 6), 8=-248(LC 7), 11=-251(LC 6) Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 10=312(LC 14), 8=503(LC 1), 11=503(LC 1) FORCES. (lb) Max. Comp.lMax. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-10=254/254, 6-8=-381/493, 2-11=381 /493 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuI1=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces Be MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7 except Gt=lb) 10=134, 8=248, 11=251. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Waning - Please thoroughly review the'A-1 ROOF IROSSn(Sri URI, GINIPA( IERYS A CONDITIONS (USTDMIR rODY1111 A(KNORID61N1}r lam pnily design Fenceless and mad notes on this Truss DetigntrcwingilDD(md the Ynnuel Yortioer,PA, Rdnenm Sheet brave are. Wtea otherwise +toted on the 1O' only �ngMifeh mnaetlar ploletshaf h<o'ed For the lOOahe valid. AraTrou Design Cogi(.r, n<erSpecially login reel,t6e uolancry lDO rcpreserdsooeurplmu efiheprolessionol roginmingmspomlilily law@.e design olthe singlehun depidrdenthe lDD enty,underipld. the dnignonvmptuos,laadi elion ondi, MANUEL MARTINE2, P.E. tuimblityoad an of this In. [a, any Building is the mspardblity.1 the Omee,the Owner', walbeflen! ogoal or the Binding Designer, in The unreal althe 116the IBC the land budding rode cad 1p4l, The approval dthe TOD and any field me of tha:ears, indudiag hondliing,savage, iniaOogen and bmeirl,'holl be the #041182 respoesthrdy oltba RuOcing Oedgaer eodConnadoe. Alum 511 ON a the TOD aid the prnfimand gaidebnes of 6e Building Compereol Solely lnlormafion(B(SlipebDrhed by TPi red SB(Aare mlerenmdlvr gmemlgidence.[PH define' the vespoerfiOiNes and denier olths host Casigaer,Gun Design legneer and Ippl9 Charlton fir. Trvn YoroloMrq anlass o16nwire deNeed byo(antredaguedapooiowrhngbyollpectininvolved. The71.11 Drug. ficale r he the Bmidmg Designer aboss Syslemfngaeer deraeykilts} ADC.Onfinellard'aemd,15 dintPl 1. Copyright©2O15 Ad loaf luster • ManuedMndi—, P.E. Reprodudiaa aMi, dorumeot, in oar has., is prohibited with wridm perai"iaa ben A•1 Roof Tro—.Hawed Nminer, P.E. OfI0n11O, FL 32832 Job Truss Truss Type Qty Ply St'd Pac/6812 EL B A0586145 62808 HV24 GABLE 1 1 Jab Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 6-10-8 4.00 F12 3x4 = 1.5x4 II 2 3 Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:29 2015 Page 1 I D:FJM?bXpxJB WbW8ogQlllUfzJd IJ-YotQ7hf2imEBpufVPCtyviFPulb3mz3OnXtpILyYVs4 17-1-10 24-0-2 1.5x4 II 3x4 = 1.5x4 11 5 6 3x4 10 9 8 3x4 1.5x4 11 5x6 = 1.5x4 11 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 24-0-2. (lb) - Max Horz 1=-46(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 1, 7 except 9=-249(LC 6), 10=-251(LC 6), 8=-252(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 9=546(LC 14), 10=531(LC 1), 8=534(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS _ 4-9=-430/480, 2-10=-397/510, 6-8=-402/515 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exte(or(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. PZ_WERa.T CSI. DEFL. in (loc) I/deft L/d TC 0.47 Vert(LL) n/a n/a 999 BC 0.25 Vert(TL) n/a n/a 999 WB 0.20 Horz(fL) 0.00 7 n/a n/a (Matrix) 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7 except Qt=1b) 9=249, 10=251, 8=252. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 76 lb FT = 0% Wnmiag PleaseThasaagA}dmrirr141.1ROOF IMSISISHEINj,G11NPF1TERMS A(0Ng1I10aIRSTOMIN('DOIIAjA(KNOMFOGIMENE'Im. Verify deapnpoiomelasandmadaofesantishassreal. i .i ODD) and theMmamlWiner,P.I.referpnaSheetbehrease.wlessma-i.Owed on6,TOD,.1 MANUELIdARTINEZ,P.E. NileA mmedai ploles iM1aO b<med for the NOIa be sarid. A, o Boss Onign [ngineer (ie, Speanlly Eaginear1, IT, seal an uy TDO rep meal, ae mmptanm of o, proms -1 eoginenirg mpa.,ihility for O:e design d h single Tas, depicted ea the IDO only, undo VIA. The design assumpian:,boding eonditiom, �sAbilily adu„.1114,Do, for wy WAR iherespamib04 16A a.,., lb, 0.aeis owhmiud a gent m ib, gilding Designm, in thesoefem d The llC,the llCthe locw 64*9 sad, and SEW. The appm.1AN, TO and any field we of The i.,,,Wa6aR handling, sbmge, imkhron and lamiq,sEag be the #04ZIR2 respo„ibdOy of the hoilding Oedgner and Cowmdm. AI notes tef aw inth, lDD end the profim, and gaidehnes ad the Rending Component Safety lalm.6an (REST) published by ITT and SECA me mlmanad lo, general Efelham. IPId defines Me msp-ibilbits oad dada of Ib, Isus, DaaEfur,hus, Omign [agiaeer and Lou 9-famnm, a.1 nihmrim defieedb a(anumto.1 ant, wild hdl Gee baulud. The lams l n1v,e is NOT the Ruildin E mi at rn"eer hr an baitha All le- me n4 defined In INN. 10019 clan Charlton Cir. Y 4 P 9 Y Pm 9 9 9 9 Y 9m Y 4 N Copyright©2015 Ad RaofTra s•Manad Modiom,P.E. hTnadudioa of Ibisda-1, in any larm,i,pnbibiled.Ab miner permission ham A-1 RanfTasses• lloaueI Mml:nm, P.C. firl00dq FL 32832 Job Truss Truss Type Qty Ply Pac/6812 EL B 62808 J3L Jack -Open Structural Gable 18 1 �Std A0586146 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:30 2015 Page 1 ID:FJM?bXpxJB WbW8ogQlllUfzJdIJ-0?RpK1 ghT4M2R2EhyvPBSvodTiwQVTNX?BdNHnyYvs3 2-2-0 1 4 0 2-2-0 2-2-0 2-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.01 8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.00 8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 229/0-8-0 (min. 0-1-8) 4 = 58/Mechanical Max Horz 2 = 80(LC 6) Max Uplift 2 = -173(LC 6) 4 = -43(LC 7) Max Grav 2 = 229(LC 1) 4 = 58(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; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at=lb) 2=173. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Wing- Iluose thnooghtyreriathe9-1 ROOF TRUSSES I•SEII111,G(BUAL ILRYSB(OBDIIIOeS(USIOYER('BUYINIACKNUME)GEYSUr IoinL YuUydesipe pnmmelns ood rcud noses onMislnss Dedgo Dmrbg jfD0lund lAe Yeeuel Yndieee,Pl.Reterwm Meet behrenseMIA-fhrui-IM on IAe too, wry MAIIUFL MA �' RTINEZ, P.F. 11111 nnnedus plefnAd be used for the Too to be rdd. AsuTmu DaigeEngineer{e, Spa.hy Engineer6IS, -I onouy Tll represerdwn amptenw0ST. pminsienoI a f-'bgraponsfiiGly for th do-ryee1f., singleTsms depided un IAe SDD only, undo SILL The design—Plions, Imdiogmodilious, ' obbirlyodusuoht, TA. laronyh0dingislh,mv,soibilitS,dIN, 0—i,IhuOme,, obrindgenv6,BufldirgDesiyno,inIT, nAf,Al4th,K(thellGhelaalboddiegredeeedTIM.Th pps I0theYDDadenyfi<ldsoeallhrmss,io6dinghondrigsbmye,indd.nondbneing,shoUheth, #041182 respausihdhy of the B:nlcing Ocsigner ond(oenanor. AO aonsedeut Sa the IDDend the pmrfius oodgeidefoesoftie Building(ompunem Snlery lntomagon�B(SQpohlishedhy lPl mdSBG ore reletm Iltegoudgndmrn. IPLl definestM1enspoetSUiAesanddudet allhe Goss Designer, Gun Designfugueer and 10019 (horhBn [ir. Trou Yondadurey nnlps a0erdse defned 6ya (onUot ugued open in urinng by ell potliee hrolred. The Smu Oedgu hgioeer is NOT the Roilding Collins m Inn Sydem Engineer for un y hildlog. All60kliued Inns we as ddmed in IN 1. CupydghIQ2015A4BoofTmnes•Munuel Yodinee,Pi. Beprodudinn of Ihisdam 0Eueny lorn, Esprohibitedrilb.0.p—Mionhum A-1 Rool Tmsnt•Yonuel Yud:nee, P.F. Orlando, Ft 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B 62808 J4 Jack -Open 3 1 I A0586147 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 2812015 MiTek Industries, Inc. Wed Sep 30 08:41:30 2015 Page 1 ID:FJM?bXpxJBWbWBogQlllUfzJdIJ-0?RpK1 ghT4M2R2EhyvPBSvoYJixUVTNX?BdNHnyYVs3 4-1-12 3x6 11 4-1-12 4-1-12 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 0.62 Vert(LL) -0.01 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.18 Vert(TL) -0.03 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.05 3 in/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 18 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. Is recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = 311/0-7-4 (min. 0-1-8) 3 = 111/Mechanical 4 = 39/Mechanical Max Horz 5 = 109(LC 7) Max Uplift 5 = -207(LC 6) 3 = -119(LC 8) Max Grav 5 = 311(LC 1) 3 = 111(LC 1) 4 = 77(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-273/457 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces Be MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at! joint(s) except at --lb) 5=207, 3=119. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Wamirg- Please tharoughlp review the 'AdROOF I¢USS(S(inl(¢'j,G[X!¢ILTIMACONDITIONS (DS1DMt¢('BOynjA(CNOWlE08(MFNr!oim. Iferilydnignpmvmeleeland nod are,, or this Isar, Dnign Dmriag(ODDlcad the Manat]Aleli-,P1.¢efer,a. Sheet he!are use. Unless Armies staled en the IDD, rely MAUUEL MARTINEZ, P.E. Turks mvntm plate, let he reed for the [DO la beafd. A, a T.. Mile UpC.,, Spedrlty Tali ... IA,real onaayTDD lepn�eel, a. mrep!ann syn. p,afnsiaacl ,gir,virgaspresbi5ff 1.O. d,iq, dlbe shall, lim,d,pided ea the]ED alf, under TPbl. The design esrampf.es,lar6ngarrdifiru, �sadcbifityond moatlbis Two tar ray Budding is the tesprmi4Tdy of the awae6 the Owneirautharimdagealar be BoOding 009m, in themvlenl of the FIT, then(. the Fred huddinl ade aedlnrl. the approval tithe TOO and any field are of the Truss,(ndrdin¢ ladring,storage, iasklaeon and bmring,shen be the #047182 respotibdity at be eailimg Designerard(och,daa. AD wallset outm lheTOO red The parterre and grirldne'Ithe Br6dinl(omprneatSal Wadearatioa(B(SQ published by If! ad SECA are ntenrmdfar So ( grids— IP41 de0nn themg-bilitin and Me%rf lee Or Oesilm,I.. Tulin Fagineer and 10019 (horlion (it. Loss YaeoteMnr,ua!n,oV+nwhe defied hya(anhrdageedspun in rrert:g hyrllpmres Errlred. 1W hm,Design Fagineer i,NOTthe Building OesignamLoss SyslnEngineer for ray handug. AO(epamlindlensar asderived. 1111. 6pydght02015 Ad lar(Lrxe,-grnual Yodieev, P.f. ¢epmdudiov rf this dorumeat, it my lrrm, i, pmhieiled wdh niam permission hcm Ad Rral Trusses • NrnueI gadmn, P.F. I Orlando, FL 32832 Job Truss Truss Type QtY Ply Std Pac/6812 EL B 62808 15 Jack -Open 10 1 A0586148 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 Mi rek Industries, Inc. Wed Sep 30 08:41:30 2015 Page 1 ID:FJM?bXpxJB WbW8ogQlllUfzJdIJ-0?RpKt ghT4M2R2EhyvPBSvoTWtojV FNX?BdNHnyYVs3 -"12 4-11-4 1-4-12 4-11-4 3x6 II 4-11-4 4-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.12 4-5 >470 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.74 Vert(TL) 0.10 4-5 >571 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(fL) -0.09 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) Weight: 21 lb FT= 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = 343/0-7-4 (min. 0-1-8) 3 = 143/Mechanical 4 = 46/Mechanical Max Harz 5 = 124(LC 6) Max Uplift 5 = -316(LC 6) 3 = -144(LC 8) 4 = -75(LC 6) Max Grav 5 = 343(LC 1) 3 = 143(LC 1) 4 = 93(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-296/493 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 5=316, 3=144. 7) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1W gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Warning-PlewerbomoPIT, vi.th"AdROOF IMSESl' ID111,6LNLPALTHAT tCONDInORSCdS(DM![f'BUTERjA(KNDWIEDGIRtHrfermi. ,donthTOO, ooy MANUELMARTINEI,P.F. �MiteB ronenlerplotn shaD be used for the TOO H be lurid. Asa T,-Onigo Euginew C.." sped.by Engine< ), the -I on eeyTOO rep —d, oe oaepteme of the p.(enionel engineeiirg nnpenibirily for Ma dnige of the single Twn depided en The ND only, under 114.1. The design ossumpr4es, boding condition, I44611ilysedneofthis Truss le, esyIsMisgisrhemsponsibirdyofThe assets, The OwneiseulhoruedegenlcrThe guddiegDesigner,in the raateetdIF, lL4the FIT, the ladbeaks WeW171-I.MeoPprorI0[be TOO WoyField enef IF, Trucs,iedod;nghandG%ftoge,i0skfi.end hmtmg,shollbethe #047182 mspeeuDddy oBlse GOFang D:dgner Air .4, set cut mr6: TOO eed the prodireseod gddegoes olthe IsildiegCompe-I Telely lnl—ft.RIM) pebbsbed by ITT endTBQ we refemoWfe,peemlpid— Wl defmn MetespeecbDmesond dugm eltha Lou Oedgew,Gnn Design Eegineerand 10019 (horlton Cir. IrossYunu4r4rw, omen oNvdse defined by o (ontrodogued upon ie nibng byanpmhes 4roInd. The hue Declge leg —is NOT the Building 0e0gnw w Iluo System Engineer ter Any beildfeg. All (epi4lirod terms ore n defined isTPl 1. (spyright 02D15 A-1 hef Tresses-IAmuel Aldine, P.E. Beprodurnon of this de —Al, ie noy I—, is prohibited wills niNen petmissieo he. A-1 her T.-- M.—I Muliew, P.E. Orlando, EL 32832 Job Truss Truss Type Qty Ply Pac/6812 EL B A0586149 62808 J7 Jack -Open 25 1 �Std Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:31 2015 Page 1 I D:FJM?bXpxJBWbW8ogQlllUfzJdIJ-UB?BYNhJ EOVv2Bpu WdwQ_7KhV5AUEwdgErMwpDyYVs2 -14-12 6-114 1' -412 6-114 N•� N 3x12 II Dead Load Defl. = 3/16 in LOADING(pso SPACING- 2-0-0 CSI. DEFL, in i (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.12 4-5 >682 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.29 4-5 >273 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.17 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 27 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 5 = 427/0-7-4 (min. 0-1-8) 3 = 219/Mechanical 4 = 66/Mechanical Max Horz 5 = 166(LC 6) Max Uplift 5 = -247(LC 6) 3 = -206(LC 8) Max Grav 5 = 427(LC 1) 3 = 219(LC 1) 4 = 133(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-5=-360/571 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 5=247, 3=206. 7) This truss design requires that a minimum of 7116 structural wood sheathing be applied directly to the top chord and%" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Warning -pieasethoroughlyreview The 'A-1ROOF TRUSSES (Y[ll[gj,GENSBACIEC4SA (ON Oil IOHS (USTOYIN(`BUYEBjANNOWifyGmuPIormyerilydesign pnramelar, ad road rose, vathis!,assDe!iSaDm.igPD(mdlhoManueIYodia,,,?I.EefuaaShoetbefore uu.WIII, otherwise +laid ontheTOO, Wi, MdNUELMARTINEI,P.E. ADIeN anxeder plain shoo be uxd for the 100IobeTogd. 4s a Lou Design [ngmeer (.a, Specialty fngineal,Nnml oo..ylDO apreseds an oneptona orlhe pmlossionol eoginenirgrespoes3ilily l.r @e desigc olD:e dngY �Luss depicted en the 1DD only, order fl41. The deign ossumptnos,laadingsonditiou, �uSIAlly read a,, at for any Building is the tospomibilityoitheOsner,The O—Aoothorised aped or The Bsildiog Onigner, in The outexi oThe 11C,the @C, The lecal budding iode andfli-1, The apprmol.ftb,TDD Worry hold use ref%,Tress, inducting handling, skag,javi.11olma and bating, shall be the #041182 ! eespouibdityoftheBudiingDesignerandConsider.AUretet9deel.ItsTOOaadthepmr6!u-adgoidefines.1theWIdingfompanedSalerylrAormotie.(BEST)pabllshedbyIN ad SBGare sofeaoniforgeneral guidona.IPI-1deBnuthrespouibilifluaaEdugesdiboLussDedgner,LassgesignEagineerand 10019 (horlton (IF. TNff Yanafanme; onleu atherris! debaed byre [enh.n.cued upon is rrin'ngby all ponin invdved. The Lou Design Engineer is NOT The Building Designer or Truss Syste a Engineer for any b ildieg: III (.01diad ferns an o3defued I. WE 1. f.pyrigbt©TOIg R•I Baof irusseo- Y.nuel Yonieey Pf. Aeprodunion ai this dammee; in any laim, is pmbibited>•Uh.rinen perminioa fsam A-1 Root fasces-Y.... I Nmfine; P.E. OIIYndo, FL 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B 62808 J7A Jack -Open 2 1 A0586150 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630. s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:32 2015 Page 1 I D:FJM?bXpxJB WbVAogQlllUfzJdIJ-yNZZljhx?hdmgLO44KRfXKtpyVX4zBbgTV6ULgyYVs1 -14A2 , 2-8-0 6-114 14_12 2-8-0 4-3-4 1.5x4 II .apse — 7xo — 4x6 11 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 0.93 Vert(LL) 0.07 5-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.07 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.79 Horz(TL) -0.02 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 43 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 `Except` W5,W2: 2x4 SP No.3, W4: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 3355/0-7-4 (min.0-3-15) 5 = 950/Mechanical Max Harz 7 = 164(LC 6) Max Uplift 7 = -1615(LC 6) 5 = -483(LC 8) Max Grav 7 = 3355(LC 1) 5 = 950(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-2418/2920, 2-3=2101 /2382. BOT CHORD 6-7=-374/0, 5-6=2476/1960 WEBS 3-6=-291 /337, 2-6=-2211 /2062, 3-5=-2104/2658 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) : This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=1615, 5=483. 8) This truss design requires that a minimum of 7/16a structural wood sheathing be applied directly to the top chord and a/V gypsum sheetrock be applied directly to the bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 900 lb down and 1068 lb up at 0-2-12, and 900 lb down and 1068 lb up at 2-8-0 on top chord, and 900 lb down and 1068 lb up at 0-2-12, and 900 lb down and 1068 Its up at 2-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=70, 2-4=-70, 5-7=-20 Concentrated Loads (lb) Vert: 7=900 2=-900 3=-900 6=-900 Waning. PleaseNoroaghfyteriev rhe'1-I¢DDif¢;nSES('ffllE¢'J,D[NE¢fnE¢YS6(O¢DIIIDNS[DSiDMf¢('NIR[¢jA[KNDINtNGEMENPform YaNydesi¢np-raetns Windvales on this toss Design DonigVDD)and 1h, Harrod Wr-,?J. Idereom Sheet behre are. Mkn atbeniu vmed on is, TOD, if MANUEI FAARTINEI, P.E. AOieh mnseder pima shs0beused for the NOLabe told. As a Loss Design Iagmeer Lr, spedany hgi—e the seal on agTDDapreseds as araplante dthe prolesdaoleepineniLymponmiDy Iw Ce desge altF:e angle husr deededan the 1DD only, order TPDI. The design assaaprios:,kadagtw&Nar, ANT' aggnigner,iothesaeteMIA,llG>bai¢C.ihalaalNugdingrodeaedlPhl.TheapprovaldlhelDDaadsay414as,dib,TosbialodaghaadG%slotirp,EestuDationaadbating,shoUbethe #041182 Qrnpeultday of the Eagdmg Oesignermd(oahrLTor. AN mks sd ad hlba TOD a ad 1b, proaNns ord gaidd-olthe gruing¢aaponaal fairy hdaaaft.PESO poblirAed by TIRE a ad S¢CAarr rehnnnd Is, gmerel gaidaae. ME defines the tespoos¢PNes and Mar d As Loss Dssigaea,has, Designfegineer and 10019 Charlton (ir. Truss Yaaokdaey unless aIbu ha defined by a (enbartagaed upon is eritkgby.11paCes ineolnd. Thelon Design Fog'a- is NOT Ehe g lding Onignei or hats Syden Engineer for any hnViq. AD (sparbnd terms ae as Mused in TPI1. Copyright®HIS Ad Roof hr—- broad Yusikaa, P.E. ¢eprodntNon al this doomed, in any Iosa, is f abihited vitb vdtlen perainioo hen Ad ¢Mal Tann • Manuel NodEnes, P.E. Orlando, Fl. 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B A0586151 62808 J7C Jack -Open 5 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:32 2015 Page 1 ID:FJM?bXpxJB WbMdgQlllUfzJdIJ-yNZZljhx?hdmgLO44KRfXKtusVTkzNsgTV6ULgyYVs1 -illl212 2-7-4 6-11-4 4 2-7-4 4-4-0 0 m 0 3x6 II Dead Load Defl. = 3/16 in 2-7-4 6-11-4 2-7_4 4-4-0 Plate Offsets (X Y)— [2:0-240-2-01 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.18 4-5>434 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.28 4-5 >287 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.08 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 30111 FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 7 = 46410-7-4 (min. 0-1-8) 3 = 202/Mechanical 4 = 90/Mechanical Max Horz 7 = 166(LC 6) Max Uplift 7 = -228(LC 6) 3 = -161(LC 8) 4 = -8(LC 8) Max Grav 7 = 464(LC 1) 3 = 202(LC 1) 4 = 136(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=433/594 BOT CHORD 6-7=-585/210, 2-5=-209/587 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the, bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 7=228, 3=161. 7) This truss design requires that a minimum of 7/16", structural wood sheathing be applied directly to the top chord and 'W gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Winning -Please thoroughlymvieathe'A.] tour lRUSSIS('Rl[R1,GfNIRAt1114ACONDIII04SNSIDAI(p(•eUT[gjA(KNOWI[D6[XINT,IoimVerifydesignparameteraad,ad not,,on114,IrmftignOmrigODD) and theMan lWim,P1.reterenaSheethero,, ... Ualm'ftaie'Wed aatheTOO, only MANUELMARTINET,P.E. Milehm ,dw plate, shall he used for 11. TOO to bn saud. As a Trus,D.,igoIngi... r(,.e., SFdalty login ... ), Ira u Ian aey Too rep—ad,aa aaeptanm ofthe pa1.xiano1.ngine.,ug mpor:Wilily fa, th.dn'ry.of1l, shgla Las deputed ea the Too oly,undo,SPI.I.The d..ign onumpfrone,landing-difiam, '�sufabiblyaad m a[IN, In- far any Wding is lhalmp-Mily al the 0ner,th. Omeisaulha,hdageof or Ira 90d'.9D,,pw, in the meleq ad th,W, the IKthelaal budding ado and III•].Theapp,oml afde Too and any held use 0 lh,Nu, SA&q handgq,*nap,iWogolim and haai% hag h the #047182 'eespenbofoftbal0ifdiag0.ugnerand (onbada,.ABPat,% Saw inthe 100and INF'.fiusaadgaidelaasolthItudlig(amponedSafetylnfa—tin(Wl;polo,fiedbyIF! and SR(Aaremte,anmdforgenamtguidenra.IPFldefine,Mere.poa,7CAN,.4dufiasatthe imssNggner,Tm,Mign[ogineerand 10019ChorlfonCir. iru,s dlarviadurer, Doles alhvads. defined by a (nntmd 0meed upon io vrmrg by atl p0,tle, iaualued. The Tmn Design Ingmeer is NOT the Iuilding Design., ar Im, SyUen [ogineer far any baill.q. All (apfalh,d tens... a2 defined in IPIA. (opydght® 201S bf taollrusunU-1 Morfi-, PL Repmdmfion of this daamea, in any In,m, i, pahihifed with w,in. pue.Won Lem A.) Pool I ...... Man..] Nadine; P.I. Orlando, Et 31832 Job Truss Truss Type QtY Ply Std Pac/6812 EL B A0586152 62808 J7CA Jack -Open 5 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 2-8-0 1.5x4 II Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:32 2015 Page 1 I D: FJ M?bXpxJ B Wb W8ogQ I llUfzJd IJ-yNZZljhx?h dmg LO44 KRfXKtt8 VS2zNsgTV6U LgyYVs 1 7-0-0 8x8 = I r Io Dead Load Defl. = 1/4 in 2-8-0 44-0 Plate Offsets (X,Y)— [1:0-3-0,0-2-111 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.21 34 >397 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.32 34 >254 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.08 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) Weight: 26 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 345/Mechanical 2 = 213/Mechanical 3 = 101/Mechanical Max Horz 6 = 140(LC 6) Max Uplift 6 = -84(LC 6) 2 = -168(LC 6) 3 = -10(LC 6) Max Grav 6 = 345(LC 1) 2 = 213(LC 1) 3 = 144(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-305/315 BOT CHORD 5-6=628/280, 1-4=-280/631 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 3 except Ot=lb) 2=168. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and ''/_" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Winning-PfeoseMoroughty ¢vier the'Ad ROOF TW35n(Y(llEAj, 6[NFRAI iERA!S d (0tlDIn0NS(USF0MEA(`BUT[R1 A(rN0MEN6ENEAP loan. mum design pmomelon and read notes en this torn Design Dsering(fV))md the Manuel Manieer,Pl. tefenna Sheet hefaw use. Unleu otherwise stored ontNe IDD,only Wooed.. MANUEL MARTINEZ, P.E. �suitability and use otthislrvssloo any BuDdinggs the mspaasibilDy of l6e 0rne41he 0rnes's authorhed agent crlheBuiAic90nigner, inlhe rvetextdfhe lA4 the g!(.fSe lKd Budding rode aadiPld. Iheopprovo6(the l0D andamfield use olmcTrvss,iaduding handgng, sbrege,ioslogalion andhm(ing, shall be the #O41132 respaosibdity of the Aolliing Oesigeer and Counted.,. AD notes set at in the TOD end the DmsNus oad gei6limofthe Building(omponerd Safety lsdmnwhenR(51; published by IPi and SB(Aate retemnredforgeneral gaidena. IN dehnastheres-rhilifies and duties of She truss 0esigaer,huss Design Engineer and 10019 (hafitoa (If. Trvn YaanfarNrer,enlessalhnrhe deRoed 6ya(onlmrtae:eed aeon in vriting hyollpmtlnlvolved. the truss Designfngmeer is XOlsheRoiMing Oefgnn ar Luss Syslen Fnginar taraay huiltiag.lnCapitoliudletns meosdehaed inlPl-I. Copyright ©A015 d•i RaoT lmsses • Manuel aotlmeq P.E. Reprodudian of this dhonneot, in any loom, Fs ptoldhifed with widen permission Gem A-1 Root Tmsses•Monad Madinat, P.E. Orlando, B. 32832 Job Truss Truss Type Qty Ply Pac/6812 EL B 62808 J7CAC JACK -OPEN 2 2 �Std A0586153 Jab Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:33 2015 Page 1 ID:FJM?bXpxJBWbMogQlllUfzJdIJ-RZ6xy3iZm?lclVzGetyu3YQ5cvo5intzi9rl u6yYVsO -1� 12 0-10-12 1-114 , 4-1-7 J 6-11 1-4-12 0.10.12 1-0 8 2-2-3 2-9 1;3 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014rrPI2007 LUMBER - TOP CHORD 2x6 SP 240OF 2.0E BOT CHORD 2x6 SP No.2 'Except' B1: 2x4 SP No.2 WEBS 2x4 SP No.3 "Except' W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 7 = 3343/0-7-4 (min.0-2-0) 5 = 958/Mechanical Max Horz 7 = 165(LC 6) Max Uplift 7 = -1611(LC 6) 5 = -485(LC 8) Max Grav 7 = 3343(LC 1) 5 = 958(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-7=-2428/2956, 2-3=-544/425, 4-9=-270/173 BOT CHORD 6-7=-1012/592 WEBS 4-5=-583/812, 3-6=-459/280, 2-6=-636/1088 2x4 11 4 ILX.— Jaa9— Dead Load Dell. = 1/8 in CSI. DEFL. in (loc) I I/deft L/d PLATES GRIP TC 0.49 Vert(LL) 0.21 3-5 I>372 360 MT20 244/190 BC 0.89 Vert(rL) -0.19 3-5>405 240 WB 0.21 Horz(rL) -0.13 5 1 n/a n/a (Mat(x-S) Weight: 86 lb FT = 0% NOTES- 1) 2-ply truss to be connected together with 12d 1 (0.131"x3.25") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc clinched. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc clinched, 2x6 - 2 rows staggered at 0-9-0 oc clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have' been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered', for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, ; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left ! and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown;) Lumber DOL=125 plate grip DOL=1.25 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss'to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 7=1611, 5=485. 10) This truss design requires that a minimum of 7/16a structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 900 lb down and 1068 lb up at 0-2-12, and 900 lb down and 1068 lb up at 2-8-0 on top chord, and 900 lb down and 1068 lb up at 0-2-12, and 900 lb down and 1068 lb up at 2-8-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=70, 24=70, 6-7=-20, 3-5=-20 Concentrated Loads (lb) Vert: 7=-900 2=-900 9=-900 10=-900 Warning -Please th"wilhlywieeIf. 'A-1ROOF FR!M1`11IfRj,61RIRAdFIRM B(OXIATIONSUSTOMERrMIRIA(KNOW(I06IMINFfin.rerilydesign paroeelernand read notes anmistressDesign DmriogPOO)wdThe ManuelManion',Pi.lelsenteSheetbit areuse.Wtessot-iserimed-a--10111"ty MANUELMARTINEI,P.E. Atilek -,d., plol,, shay be used for The TOD lobe road. As u Boss Design Bnginee, (.e., Spedally I oo.), the seal as any TOO repreunftao osmpfome of the prolessionol ngineainy msponibilily Is, &a design of the single Tmssdepided enlhe TOD only, undn TPI-I. The design ossumptbns,loading sondikas, suitability and use of AhIra. for any Building is IF, responfMiryol the Omer,BTe Omerswlho,imdageal or if,Bo!lding Designer, in the soofal of the lR6the lBC In, laal ha ing mdo andTPld. Ike approval ofth,TOD aodany field as, .16,Truss, infodinl hwdyng, sroruge, indollelos and bmeing, shall be the #041182 ! respauibfiiry atfha Boiliing DesfgaerandCarhatloT. AD note sataal in the tOD and the prarknsord guidefnes afihe Budding[amponem Saferylnlornofen(E61J published ky lPl oad SBQaee relmenmdfor general guidence.lf-I defines the responsibilities ad dufim of the Truss Usigoer,Loss Design lagineer and Imes Maeokdurz,,en!malhndsa defined hya(antronogmedapwis vrmnghy ollpmfiest eeNd.The1 Omign Inges-is FBI the Building Design., tans dydemfngineer is, any building. MI(.01. ad leros me asgdefiaed in 1P11. lilll9 Charlton32 6pyrighl © 2013 A.I Roof losses -Manual Madinn, Pl. hfundudio s of flu, downeat, in any 6., is pmhihiled. Ib anillen pnniWoaGe. A.I Boot Tosses -Manuel Molina , P.B. Orlando,OOd0, FL 3282 Job Truss Truss Type Qty Ply Std Pac/6812 EL B A0586154 62808 J7CC Jack -Open 3 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:33 2015 Page 1 ID:FJM?bXpxJBWbMogQlllUfzJdIJ-RZ6xy3iZm?lclVzGelyu3YQ3gvu3ikszi9rl u6yYVs0 -tit 12 1-11A 4 1-7 , 6-11-4 _ 1� 12 1-11-4 2-2� 2-9-13 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 TCDL 15.0 Lumber DOL 1.25 BC 0.51 BC LL 0.0 Rep Stress Incr YES WB 0.40 BC DL 10.0 Code FBC20141TPI2007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP N0.2 'Except' 133: 2x4 SP No.3 WEBS 2x6 SP No.2 *Except* W2: 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 425/0-7-4 (min. 0-1-8) 5 = 81/Mechanical 7 = 208/Mechanical Max Horz 9 = 166(LC 6) Max Uplift 9 = -245(LC 6) 5 = -72(LC 6) 7 = -102(LC 8) Max Grav 9 = 425(LC 1) 5 = 81(LC 1) 7 = 208(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=428/667, 34=-580/811 BOT CHORD 3-7=-1011 /574 WEBS 4-7=-596/1051 NOTES- Dead Load Defl. = 1/8 in 0 N N a7 � N 0 lV DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.13 3-7 >605 360 MT20 244/190 Vert(Q -0.14 3-7 >561 240 Horz(rL) -0.12 7 n/a n/a 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Ot=lb) 9=245, 7=102. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/:° gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Weight: 33lb FT=0% Rains- Please thorooghly rev in the'A-T ROOF IRU1f6(SfrIERj, CENTRAL IMSACONDITIONS (USIOM(RCNIVIR) A(RIOWIFDGIME1117 fm Yen7(des' gn p-analreooduodnotes on this lmu Design 0—ingPD)and the Manuel Mari-,P.E. Retuenu Meet bell me use. Unless otberrise'nand onthe 100, only MANUEL MARTINEZ P.E. As AGIeh nneedar ploln shot b<nud for Hm IOU h be ragd. a Gass Oe'isn Enginrer lie, specially Eogineerl,the ¢ Ian any IUD ,prstah an aaylann tinle the I ssienol engineering nspan'tailily for fhe design atthe staple Tra'sdepided en the NDenly, and,, TPBI. The design auumpfmo',laading mndifi-, saitabilily and us, Iibis Two Tar say Building is the ropoWbilityalthe0,rner,me Drnaiamhorisedagenf or lM1e OoOG gOesigner, is the natefdthe ViCth,IIC.tb,[.d buddinsnde W TIPW, The opprorosrl16e1Dg and any field use altheTruss, indod»R handring, slorage, iosia0ofion and betting, sha0 he the #04]I RZ , �rnpaaub&y althe Adding De4gaerand{omodar. ARaatsssetswinsheTDDendlhepmrgas ad geideboesoI the duildinglaminated Safety ItIonnDea(Bnl) pobD,hed by IF! ted SRCAme a[ a,,dle, general goidrnre. IPW defiaesthe respoas3ifiHu and dutint oftbe lassWsigaer,Run Design [eginem and 10019(horlton(ir. Trans Yaeokrmrer, unless alh-he deficed bya (nabntaped upan is nAlngby.11Tanks is.1W. The In" Deuga Tagmeer is NOT the Building Oedgoe, ar1'uss Syslenfegtaeedor any bcildug. AD fglali ed,em' ne as dehaed I. IPW. Copyright0201S A -I Ioaf Tresses- Manuel Ncuti, ,, Pl. Beprodwtiae DI this dananeut, in any fa,m, is p,Dhibihd riPo niftes periahsioa ham A-T Roal Trusses -Manuel Mausiaet, P.E. 01flando, FL 32832 Job Truss Truss Type City Ply Pac/6812 EL B 62808 MV4 Valley 2 1 �Std I A0586157 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:34 2015 Page 1 ID:FJM?bXpxJB WbW8ogQlllUfzJd IJ-vmgJAPjBXJtTvfYfBIT7clyixJKhRGM7wpbaQYyYVs? 4-0-0 Ann ,7 2x4 1.5x4 II LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.10 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 n/a n/a BCDL 10.0 Code FBC2014frPI2007 (Matrix) Weight: 12 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural woad sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 131/3-11-4 (min.0-1-8) 3 = 131/3-11-4 (min.0-1-8) Max Horz 1 = 61(LC 6) Max Uplift 1 = -51(LC 6) 3 = -72(LC 6) Max Grav 1 = 131(LC 1) 3 = 131(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; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard W.miag-pkT00, only MA OIL MA&TINEI, P.E. �bDleh reneedet pidn tMf ba sad I., the TDD I.b—lid. As. Gass Bnip.[.gl.m (e,Sped.11y Eagineah the u.laoagIDD uC..aas o. o¢eplonre of Ibe p..hssfanal ngin<ci yrnpaedhZ7lm @e dngr..Iti, single Gas drodid ee the TDD enly, u.de, TPIJ. The deugn nsxmliom,laediep-difien, sadobililr and atc of lhisTross for ay Wdiag G the nap-ibialal the olaa,the D.nAwhorlaed.g,d or the f.Ddfeg Desigm, in the roaha of the K. the RE, Ile ladkaikg rode aid TPl-I.The .pprm.IdibeiOD oad my field aseoftheTran, fadedvf Enirq,sbr.ye, WAtimand bndeg, shall be the #047182 ,.a o0firyelth.Ul&ng0asigaeread(aNenm. All notes salad ia1h,n)Dndt6.p aefins.edgeideganalriefoildiag[ompooen7 Saleytnfornwfioa(t[Slj published by TPl and SBGme:e-acedlrgenenlgridenu. IPH dehan the iespoatdlgmasead dales of the lass Dcsigear,Guss Design(agmeerend IO819 (horlton Or.Ian YaedaMrer,a.knatMMse defined 6y.[.ntr.n agreed upon is erAi.g by allpmfies4 olaed. Tb,Tms Dedgafgin I, NOT the Uldiag Built-ar Gass System Engineerl.r air Eadti.g. All C.01A,d hems..... delved is INN. C.Ppighl 0 7015 A-1 TadTr.sses-IA.aaeIN.ni.ee, Pi. Teprad.afi.a al Ilia demmea, I. any 6n, Ss pr.hihiled with.,idea permissi.a Lam Ad Taal I.,--a..aei Bunion, P.L Orlando, Fl. 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B A0586158 62808 MV6 Valley 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:34 2015 Page 1 ID:FJM?bXpxJB WbWBogQlllUfzJd IJ-vmgJAPjBXJtTvfYTBIT7cly8YJH WRGM7wpbaQYyYVs? 6-0-0 6-0-0 v d 0 1.5x4 II 3 2x4 % 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.30 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix) Weight: 19 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No-2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 221/5-11-4 (min.0-1-8) 3 = 221/5-11-4 (min.0-1-8) Max Horz 1 = 103(LC 6) Max Uplift 1 = -86(LC 6) 3 = -121(LC 6) Max Grav 1 = 221(LC 1) 3 = 221(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-172/335 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except at=lb) 3=121. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warning- Mesa itamughly nuke the'A.1 ROOF TRUSSES ('S111ERj,011RAI FIRMS d (ONDITION50SFOMER(`NUr1R1 ACAND111106imr-Iasm. Yerity design parameters oed read noses octhis firm Oengn O—mg(ND)aad the Manuel Mactlug P.E. lodestone Shees Rein uu. Unkss or6eeaiu nosed oaths FDD, Daly Mifek -,ftplates shot be ased for the TOD to be valid. AsaSuss Omigo(oglneer (i.e., Sprsiolry Engine,.), 16<seal on arylDO mpreuntsmaaepfanm rfihe pmfenianol eagineetirg rzspan3ilily far it desige rfthe sligl,True depicted oa the TOD only, under TPl-1. The design asrnnprrom,leading sandifi-A, MA NUR MARTINEZ, P.E._ sanabiityand use of ibis Truss but any gadding is the nspausibility of the 0aear,1b,0vneaiomhatked agent., the Building Designeq in the onoWl d if, 116 the 11C. be Food knidingrode oedTPid, The approval of the TOD and any tdduseoh6eTeis,Whaing handling, stomp, Wall.*mid 61dng, shag br the #047182 fespeasl6day of IN Building Oesigneeand6aftem. AN noses seines is the TOD and the peculiars and guideknesotthe AuildigCompanem Salary lnPormatiea(Ii pu61ishif by IF!ood SRCAmerofereused for generolguidanre.rpl-I dehaast6e resp-ibilitksand duties oflha truss fleilgaer,Jrass Design Hgineer and I0019 ChoFlton Cir. SusYaadnnurcy unless othndse defined bya(Dorenoeued upon is arfing by ailprudes(aveked. The Truss Design toginen is NOT she Bu1MSng Design,. ar 1, Syslen Engineer farary baibbg,dlCrpifoliued ternsareas defined k iPIJ. Capynghf02015 A -I Reef Trusses - Manuel Media.,Pf.Reproduction of this drumeot, in nny losm, ispchibisednithe,idea permission frem A-1 Roof Trusses -If (Massie.,, P.F. 011ando, Fl. 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B A0586159 62808 MV8 GABLE 2 1 I Jab Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 Mt7ek Industries, Inc. Wed Sep 30 08:41:34 2015 Page 1 ID:FJM?bXpxJB WbWBogQI IIUfzJd IJ-vmgJAPjBXJtTvfYTBIT7clylCJKGRD47wpbaQYyYVs? 8-0-0 841-0 1.5x4 II 3 5 4 2x4 1.5x4 II 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.37 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(fL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 27 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 92/8-0-0 (min. 0-1-8) 4 = 137/8-0-0 (min. 0-1-8) 5 = 393/8-0-0 (min.0-1-8) Max Horz 1 = 144(LC 6) Max Uplift 1 = -2(LC 6) 4 = -75(LC 6) 5 = -214(LC 6) Max Grav 1 = 92(LC 1) 4 = 137(LC 1) 5 = 393(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-258/46 WEBS 2-5=-305/552 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except at --lb) 5=214. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warning-Pleasetbaroaphty rerieaIF, 'A-1 ROOF TAUISLSrUIFR],GINE21L TIRNS ACONDITIONS (USIDAUR('DUI'(R]A(INOWIEDGINSIIr W.Pnilydesipopammelerwod nad Wo on This hmt DAOpnD-ingODD) md the NnnudGnmeeyPE h1u.¢Shat Won use. Was sb-i. mid Wb. TOD, odr y,ANUEI MARTINEZ, P.E. �CIA I.-ft plolrsstar ba med for the TOD la be s.Td.1,ailo"Omiga Eeglnm(.e,Speddty Eoginml;Ibe seal an aeyTOD,ep,e¢nts a oagnnm or@n p,V ional ngn,-irq spaebitty Tar fhedns'S,a1ISesnpf,T—dopded nn the TOD aly,order TPN. The deign—pfwm,Indiag.8ioos, soito6iBq and me ol1ldsUomfor ony lundingislha tespanu3lUy ollhenmw,IM1e Ovaei soulhasiudogem or the BuOdiag Onignn,in the mmeq vl the 144 tM1e 1lGlha laol huddmgnde aed Rol. the opproraldlbelODandenyfielduu of lM1errun,indad og F.oadBng, sbraye,imta0olion and horsing, shun be the #041132 rmpoesibdM oltha Aaildmg Dedgaer mdCoeNanor. AD mnuel W io the TOD cod the pornfins and gaideboes dthe DaildingCompanem Way l*-flen(8(S1(published by TPlandSBIA.,, Wvand for gennal guidenn. TPFld WIF,erespo ibilnk, and denim of the lmss Deslgaer,Truss Onign Eaginmr and 10019 Chprlton Cir. Lnn YaanloMrm,an!ess ofletdudebeed hya(oahmtaereed uponis eruu:g byoDportrtr nralmd. TheT MIA Eogneer is NOT the BuingDeugnn or Lass S10. Engineer fo, aoy boldhg. An U01,indTernsme an debved be 1PId. Copyright©TDIS A.1 raarTrosses-M—I *diem, Pi. ReprodurNoo aI Ihis darameef, is any loan, is prohibited i ifb �iDen permimim hem A-1 Roal Trusses• Nanuel nvn:oe; P.F. Orlando, FE 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B A0586155 62808 MV10 Valley 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:35 2015 Page 1 ID:FJM?bXpxJBWbW8ogOillUfzJdIJ-NyEhNlkplc?KXp7flS_M9zV MpiduAfLG9TK8yyYVs_ 1.5x4 II 3 5 4 2x4 1.5x4 II 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.83 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 34 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 = 43/9-11-4 (min.0-1-8) 4 = 214/9-11-4 (min. 0-1-8) 5 = 545/9-11-4 (min.0-1-8) Max Horz 1 = 185(LC 6) Max Uplift 4 = -116(LC 6) 5 = -297(LC 6) Max Grav 1 = 43(LC 1) 4 = 214(LC 1) 5 = 545(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-345/58, 3-4=-167/282 WEBS 2-5=-424f719 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 4=116, 5=297. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Waning -Pleoe lCmooghlynd.the 9-1 ROOF IMSISI'SEIIEgj, GRDRAI TEN ACONDITIONS (OSIOYER('BUT1R1A1MIDIe1ED61YENr loan. Verify design p erred nwdnad notes on thistmts Dedgn Dr.IgPOD) .4[be Mood Win,, U. lefunce Shm Wo. uu. Unto, dherw,e ooed Do the 0, only MANUEL MARTINEZ, P.E. �YiTel ten-W pld—bol b<med for the TOD lob, h D Loa Taiga Eagmeer (.e, SprdaNy lagmeer); the uo1 oa og1DD repmuds on ompteoe of fhe proleni000l eag:nen¢grapoc Mly for the deego dtbe imgleTrms depukd ore the TEND only, under IPb1. The deugn.—pikoe,kormg rocffion, mitobiltly read use of IKS➢ue, Tot act' gelding it the msponsi"i of the OTnu,the(Tweet's edhoiimd aged or the 8eldirgnaigeo, in the moral ofthe ItLTh,11CA, lad FNME;nd,WIPbt, Theapp,..l fth,TDD.1 iiyfi,ld me of The Trion, Eodudng heodlinSteirp, iWePolion and bted.1, shag he Me #047182 rcspoeLhrrW of the BuUding Dnilgoeraod[amtetlor. Al note, set out is the 100 cod the profimcod gotde6nesofthe Ieilding(ompanent Solely lniormaliaa(861) peRithed by TPl oed SBCA on reftented to Decent gutdoie.TPI-I defines Hensposibilift, and ddim fib, Truss W ITur,TrunDaigelAgineer and 10019 (horlion (ir. Las, YaedoMret, enlas oau.lse defined hya Ceahmtaeued opco is vangby dlpatketnahed. the km, Oaigo Engieeu isN01 the Building Delgnn ar kuo SydemEngmeer ter my butdug An Copilo(imd tons art as defined'o iPbi. Copynght®7OIS A -I Roof Tosses •Manuel Yorliem, PF. leprodurtioo of this dammed, in any term, Ss prohibited with.riden permission hem A l Ract imsses• Manuel NMiner, P.E. Orlando, F132832 Job Truss Truss Type Qty Ply Pac/6812 EL B A0586156 62808 MV12 Valley 2 1 �Std Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:35 2015 Page 1 ID:FJM?bXpxJBWbW8ogQlllUfzJdIJ-NyEhNlkplc?KXp7flS M9zVNKid?AflG9TKBy_yYVs_ 12-0-0 -- - 12-0-0 v d 0 3x4 5 1.5x4 11 4 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(fL) 0.00 4 1 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 42 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 173/11-114 (min.0-1-8) 4 = 217/11-11-4 (min. 0-1-8) 5 = 592/11-11-4 (min. 0-1-8) Max Horz 1 = 227(LC 6) Max Uplift 1 = -19(LC 6) 4 = -118(LC 6) 5 = -322(LC 6) Max Grav 1 = 173(LC 1) 4 = 217(LC 1) 5 = 592(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-324/44, 3-4=-167/271 WEBS 2-5=-455/726 NOTES- 1) Wind: ASCE 7-10; Vult=l7omph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DO L=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=lb) 4=118, 5=322. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard No.iug• Please thorooghty.vi.srho A.i AOortiosflsiiMlEN1,G(N(NAI flo.1A0010111ONS(OSION19V100111I A(NI!OINIDGERVir low.VerOy design pe—eeersoodre.d noWesWl this crass Design D-mgPDO)cud 1h,N-d Goslim,M.lefurense Sheet belme use. Was elbnhse Wlud on the 100, ooiy MANUEI MARiINEl P.E. Ati1eb roaaao,plmn shot be used the TDO to be rolid.A,.Ttex0ndgoS.Smer(.e., Speduity Engineer),the,ofuo nyTDD.pr—h ou aaepl-u of@e p.fnsionul e.giis ingresp-ibiliiy tar to dnige.1lfe single iron depdded en the TDO only, underTp41.The design ussunpfaos,leoding mndik,', soOobiOlyood we of Ibis ter any budding is the sespumibSdyorlbe 0e..r, the 0neiseoft,od agent or o, Goildiog Onigues, in the..feel of thellC the aL the load buddng soda W1114, Theapproval of the ondany field use of the Truss,intledmg boodring, slorege, iniallofion asd bickli,shl] be the #041182 / i rnpoos�iddy.lekeWOi.gOedgoerood(oehadot.l0mtefsetcutie16:100cedtheprerfimacdgideboesolfberaildieg[ompuoenklerylnimeaYao(t(Sl;publishedbylPioodfg(Ae.mlaeondbrgmenlgoidewe.IPFIdeSvestherespoaskZtiesonddutiesodihetmaOeGga<r,TranOnignGgineerand 10019 (horltoo Or. Lax 11-hasueyeo!en Assd. Mood by. (e.hostneseedaponie nding byailponln inolued. lie Tmss Oesigo Engineer is NOT Nu Building Ondgna.1—Syden Folim Waeybuil&g. AN(apirdi.dterns are asderi.ed io iPbl. lopyrighi©201SA•11I.Ormses•M.... IModinm,Pi.Neprodedio.dthisda.mem,ieaori..,isp.hihitedwills .,idenparsdWanhemA•1goolT ..... Mo... IMod:ner,P.E. Orlando, ft 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL B A0586161 62808 V4 Valley 2 1 Job Reference (optional)_ Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jyl $8�015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:35 2015 Page 1 ID:FJM?bXpxJB WbWBogQlll UfzJdIJ-NyEhNlkplc?KXp7flS—M9zVXYihXAjcG9TK8yyYVs_ 2x4 2x4 0 p 12 4-0-0 2 3-11-4 Plate Offsets MY)— [2:0-2-0,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 TIC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2OO7 (Matrix) Weight: 9 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 95/3-10-8 (min.0-1-8) 3 = 95/3-10-8 (min.0-1-8) Max Horz 1 = 8(LC 8) Max Uplift 1 = -40(LC 6) 3 = -40(LC 7) Max Grav 1 = 95(LC 1) 3 = 95(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 8)11Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard sy.orog-PlemeTMnaghlym"ie.Me•A-I Roof TRUSSES •snuA1COURAIniksemnOmDluemDADe(•aunel ACAxom[OfiEx(xr mnn raaydesign pammelns aedA eaft,. Th!,I Ioeugn om.mgpogl and the land Market,H. referent, Shed he(me R. Ibtkn athermse vWed on it, Too, oaly AMIeA MAAUEI MARTINEZ, P.E. tondos pfda Ih l be oud for the ND ra be "0d. Atahoss O.iga [ogme. (.e, SpedaDyhgme.J,t6e uolae aay1D0 repuuds ao otupt... oMartel rtelessiencl ngfne.ieg mp nibilily I. ff., design aIthe single hatsd"prkd en the IDD ealy, under ipLl. the design ossamptuas,bading sondtian, 044ityand ua,,of lM1islsun Forum meldingh the raspousik'Gly al the On.,Th, OmeAwborindaged or Ma gmldicg Design", is the moteel d Th, 114the MG a.lud budding WeoadTPid. The app-Iof6, Doo and otf field me .1 Oa Tre%indadmIh ring, skmg", W.11u1ran and bndq,s14be the #04i182 rnpeasibdAy of the Building Datignereadraahadx AD nat,,eadiaTh, TOO end the prorfins aad gaidahees.1Th. Baildiag(a.pcned Safety lnimmofioo(B(SQ publithad by TPl and SBCA at. tefunud to general guideate.TPI-I definethe as; MAN, and duties at the hots Wdgaer,I Design hgimer end 10019 Charlton [iT. Lust Manuhmn, Wen dhardsa defined by Comma.steed arm is.rhng by oll pmtiat i-Wd. The Tnss Detige Tape,, it N01 the Building Design. at Loss Sysi n Tngueer far any bdIdmg. All rapildiud leans are os defined I.M.S. Copyright©2015 A-1 Iaaf Eta --Manuel Media,,, P.E. Iepndudiaa d this dammeat, is any lore, is pnfiihited with setitse t petmission ham A.I goof Tms%s-Manuel Madinat, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply PaC16812 EL B A0586162 62808 V8 Valley 2 1 �'Std Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul128 2015 MiTek Industries, Inc. Wed Sep 30 08:41:36 2015 Page 1 I D:FJM?bXpxJBWbW8ogQlll UfzJdIJ-r8o4b5kS3w7B9zhrJAVbhA2eD6?Bv9?QO74hTRyYVrz 4-0-0 1 8-0-0 , d, 0 4x4 = 4.00 12 2 4 2x4 % 1.5x4 11 2x4 4 a 0 12 843-0 0- 'l2 7-11-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 'I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.34 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.09 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2OO7 (Matrix) Weight: 22 lb FT = 0%m LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 134/7-10-8 (min. 0-1-8) 3 = 134/7-10-8 (min. 0-1-8) 4 = 283/7-10-8 (min. 0-1-8) Max Horz 1 = 24(LC 8) Max Uplift 1 = -72(LC 6) 3 = -75(LC 7) 4 = -86(LC 6) Max Grav 1 = 134(LC 1) 3 = 134(LC 1) 4 = 283(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 24=-206/314 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live.load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warning- Mara theroughlyrerinIWA-1ROOF IRUSSTS('S[(f1R16[NIgAl.I[BkS6CONDITIONS (USiON11COUYBRjA(MNON7P06PMI11171". Miss dcsignpa-atmoadrmdWas oaMisnanOmdjaD-iog(1011) dTIN, d,IAsadieet,Pt.re1—G,SheelWareux.Unlessoth-isestaled..IT,TOO,00It �MANUELMARTINEZ,P.E. AOIeh ronoedm pluln shoo be used for the TO010 1, eobd. As a Lam Oesigo [egineer (.e., SpenollyBngineer),tbe seal annoy 100,epreu�ds on anepfonw ellhe professional engineering aspom3iliYy for the design of Me single Trussd:pitled an the IDD only, undm RI-1. The dmign ossmnpl'mos, loading sandigms, sunobifily and use of 1%Tmss for any Building is the responsibilify06,0... I,;Im0—i's outhmind ogeol m th, 80diag Wpm, in the sonteetol the IK the tr4the fool 6aUdng sods aidrPld, The approval dtheTOO and any field aseol Ole Truss, iadodlnr hoad1mg, sfarage, ieno0olion and Waring, shag In the #041182 ' rnpanibdrryallhalGildingOmignefondCGGI far.AOnofessefoutiotM1e100ondlheprarNsesandgaideheesoltheBuildingComponentralerylokrmafien(BISI!pu6lishedhylPlondSBUmerefemnmdhrgenemlgaidenmWdd-themspoubdiths..dunesohN.TmseNsigaee,na.Usignfagineerond 10019 (horlioft Cir. ires AocotaMrm, Doles olherdse defined 6y a (emend o.<ed opan in rrhing hyolt po,des ineormd. The nuns 0eslgn Fogineer is NOT the 8vilding Designer or Lass System Pngmem for any beildiog. All Capifarfmd firms me os defined InTPI I. Copynghl© 2015 A-1 hdIrusses-A aadllodi-, H. Repradudion afthis daromeef, io anyfarm, is prohibited rich w,inen permission fie. Ad Raod Trusses-Alanuel Aad:nes, P.E. Orlando, FL 32832 Job Truss Truss Type Qty PIY Std Pac/6812 EL B A0586160 62808 V12 Valley 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 30 08:41:36 2015 Page 1 I D: FJ M?bXpxJB WbW8ogO it l UfzJd I J-r8o4b5kS3w7B9zhrJAV bhA2 bk6ybv8xQO74hTRyYVrz 6-0-1 12-0-2 6-0-1 6-0-1 4x6 = 4.00 12 3x4 % 1.5x4 II 3x4 gpl z 12-0-2 nil 12 11-11-6 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(Q 0.00 3 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix) Weight: 36 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or.10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 196/11-10-10 (min.0-1-8) 3 = 196/1 1-10-10 (min. 0-1-8) 4 = 520111-10-10 (min.0-1-8) Max Horz 1 = -39(LC 9) Max Uplift 1 = -100(LC 6) 3 = -105(LC 9) 4 = -181(LC 6) Max Grav 1 = 202(LC 13) 3 = 202(LC 14) 4 = 520(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-368/493 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=100, 3=105, 4=181. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Womiog %emsNmoagNy serurlhe 7-1 ROOF HUSS6(iE1Ht1,O[NlRdl FfRYSd fgp01110Af(USIOWRrBUi[R1A(ILNOS97rDWYFIIrImm VerBy desipo poromefen nod nodnotn m>Qis inss Ocdgn Oreeinpll00!and Ibe YrnaA Yanioe[,PE lefereaa lheelbehre ou. LLiku othereise umed ootleiDD,aofy '�Nirekrvn[dm plel—hot be osad for the IUD to b-5d. Atarrvss Oesign[ogm<[r([, Specially Eoginees!; thesml paaq NDnpreunts ao anrylameaflhe prolessienahegio¢,ingmpom38iFy lm lEe desige efke single Isms depiskdao She NDedy, order lPhl. the dniU, ouamptuos,bofmg rooFlion, MANUEL MARTINEZ, P.E. Isa8abilily.4 eoffhisTsonfarooyIoNingic@enspons3lityoftheOeeer,McDeneriambolizedageofoftheBoOdiogOesgn[r,in,henelttlaltheIII,theirCAs1%nlW&IendsendTP5l.TheopWoaalaftbePJDondmyfieldmeollFeTruss,indadmrhond5ng,sroeag[,imtapogonandbnimg,sboBbethe #04ZIR2 respoe96rrty sOhe 6agimg Osslgnermd(oehonor. dl ooksset eutwshe iDD nod the pmr6usoed gnidebnes oltke gokiogCompenenf Saleryhdoimatiaa(B(gl!pohlisBedhr lP!md58(A ore ro!eieaadhigenerolgaideomiPH defin[s the responsA5ties and doties of ibe Ts,%Pasig—Tnn Design Eagineer and 10019 (harlign (if. rrvss YoruhMrey on!ess mhmdn defined 6ya (onaon sgued vposSs nd�ngby ollpmlm i+roErd. The Tems Design fegineer hNOT the dalding Desgnei ar Loss Syslen Ingineer for oey boildug. eD Cepilclind teens on os de6eed inlPid. Copyright©7018 4•I toof basses.lionaef dicrlioe[, Pf. Aeprndurfioo alfiis daom�eof, io any loan, is psohihited eS1b eritlen pesmissioa lrem A•1 Rool Trusset• Nonoel Yostinw, P.E Orlando, F132832 „o A J.� _ .Ar ROOF r AFLOIZID'LCOR O A ION Important Notes / Please Review Prior to Truss Instaflation: 1) Trusses are to be handled, installed and braced in accordance with the following standards- ANSI/TIP 1-2007; WTCA 1-1995 —"Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses”, and "BCSI 1-03 Guide to Good Practice For Handling, Installing, & Bracing of Metal Plate Connected Wood Trusses" published byj WTCA and Truss Plate Inmitute. 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 taus 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) lt.is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and plumbing runs to assure they do not interfere with the truss chords. (Roof and floor:) Truss chords and webs cannot be art. Attic access opening should be located between trusses unless otherwise noted. 8) Unless specified, valley framing design, connection, material and labor to a supplied by the builder_ 9) Attached drawings are standard details that cover most installation standards_ Structural details provided by the building designer supersede any attached details_ 10) Tresses are not designed to carry the chimney, cupola, steeple, or other structures unless specified. Structure should be framed through the trusses to be supported by the fou 1 dation. In cases where trusses are designed to carry the structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must be provided by the building designer_ 11) The specific engineered inns drawings are subject to other terms, conditions, and details on the truss placement plan and/or individual truss design drawings_ 1 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 AA Roof Trusses at 772-409-1010. 4451 St. Lucie Blvd., Fort Pierce, FL 34946 772-409-1010 Office772-409-1015 Fax www_Altruss_com UP Address STRUCTURAL Customer., CONNIICTORS` Custo ?e *Company ompany Contact: Hangers Number. •{I ;. �.. j F� eJ1 'A'r •• �ii ,r17' 4t. '� i 3 ", ryF?•;JI;(rCn�U'•, ;rJ.it' ,..1. n TN I^r '�'S i� a I {.! :1`;�}�{J Mlti'(I � C "•1 15 s. I�rf d , : � '7.11� I �h,. h� I •�i,�ts S 1�'Ff'� v<'t r. gYlt f' 1 , .Y'irti .'•,. U:r. Ir i., Ip' i't1 •.� I i:t f G•I n��yt� 'r' �:r•'�)r S 'i1 �!'' r f��I� V� I .fi+' ,��•j{ u h9�} �, l i Y } L. l �5.1 ..dl. r {r.l. � di.4 �w.•�Alloi ab( �.al;d•.,Lbg I I! I e .d%• r . }, p y� '��'JFrI �. 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Iti}',,r''ir�:.rtvf'�6'fi(f r' Rr'!L� •, �y •�''� '' •�, T r<,. •t �r �js r I' , ," ac'•Jp +�I�fIU..d �j i ,'i� a � �, ��-f tS� �;y�S 5; r{•.�rr �y-,��•.�M J•.1'yp'J�' f ,—J , Y. 44• p I' 6 Yl. 'LI t a��" il:t Y' S�rrY r s `�? r{ = �i I++J'j' � '♦♦ �i /• �� � 1.• ,S J. a,". r, f'Ir• '•L�G'e '! •!n ,�rvb:�•ti�y �� I I �a;ftdr a�t�' 9 � ti �S.00g6:' :� 9�a ti�59fi' �.60�lfi�1 lift'• 5�100%i^ ��:0�%'S� 4 1 � " �7.�Q096� ''�.005fi'. J,1'0��%'� Y� GI�� , i!'u} . h.' .1� • ra�.r, � �'��,'• °w ' Sy,� !'• 1�' �r�}¢tip" ''� r.•97'���'.;Y7�{.Y.IC ''F9�t�fia1',54��19d�11BJ.r� fK:S„Irr<;'r'11,��;� T1 JU524 188:4 655 750 B20 510 - 4- 10d (Header) FL821.89, 2-10d (Joist) 0510.01, RR 25779 LUS24 670 765 825 490 4 -10d (Header) 2 - lad (lolst) T2 JU526 1884 850 975 1060 1115 4- 10d (Header) FL821.42,. 4-10d (Joist) 11- 0510.01, RR 25779 LUS26 665 990 1070 1165 4 - lad (Header) 4 - lad (lo[st) T3 M5H422 183:4 22 -10d (Face . Face Max Nailing) F1.822.36, 6 - 10d (Face - Top Max Nailing) 0$• 6 -10d (Joist - Face Max Nalling) 0303.08, 6-10d (Joist -Top Max Nailing) RR 25836, 4- 10d {Top -Top Max Nailing) 131.16-R THA422 2245 2245 2245 - 6-16d (Canted Member- Face Mount) 6- l0d (Carried Member - Top flange) 22.16d (Foce - Face Mount) 2-16d (Fuca - Top Flango) 4 - I6d (op - rap Flange) TFlAI422 l835 l835 1895 2 • ! 0d x 1-I12 or2 - lady 1-112 (Carried Menlber) 20 - lad or2 - lad (Face) 4 - lad (rap) US 5trucLural Canneclors slag moD pjnpnjlS-8sn • 21.9'G'CE'G • 'Eti85Z 2il1 • 'so-�zso -90 ' 491or) p0'I-Zr SS'S8ZET7d (scud) POT - n SSZZ 94TE Mt OVSZ IBLT Ova Hl Sl (Gup)DN xDW-aagwBW BU14UDD) p91- 9Z (5u)jjDN xDW - aagwaly pajuDD) POI - 9Z ME 089d COD OINE r"OV 1H pgD�p9r-H (Ouj) PDT - ee COX OPTS CUP OIt6 Z- M14H • ' 'E�85z a� 'S0"CZ60 (isior) Poi - 9x 5E'SBZEG'1d (eovd) PqT - SZ 565E 5E6tr OV51i 096E `G84T Z-BZQH.L LL (6uNIDN xnjq-jagwaW BuIX*) pyi - 91 AQIDN xDW - JagwaW PaWDa1 r/I-I x POI - De Oblt 099h OpEp OZUE HVILH • E�sSz �a 'so'�zsa (191DO Z/i-T x POx - 9"G ss;'S8zex7� (eyed) POT - 8Z DEEZI 996E 59BEI 598E ISLI SZCIHI 91 (Bu111DN xOW •JagwaW 44D0) p91 - 0 (BajjjDN xDN - aagwa)qpaWDD) POT - OZ strd CODE QPEE OP %9dMH (Igor) P9r -9 (aud) PDT - Pr oSSr, 506E ssTB soze r 9rrnHH 2i-9'GT &x • 'Ei�85Z �i?1 - -- -- -- — — -- -- - - - -- -- -- - - -- 49106 Pox - zx 5E'S8Z£ G7d (aaad) p9x - ST SRZZI ME OZ6Z I OV5Z `GM Z-9ZQHl Hl (6ugjDj4xajy-.jagwaW Buj CuD�) pDI - oe pagwaN Buj00.)) p9I - of (BujIIDN xDW - lagwa jq paWDD) z/r-T x por - of (jagwaW psWD,O) r/r-T x por - Ir sssl 009E OVBF. o66r 9rn1H £i�85Z 2i2i ' 'SO"CZ60 -90 (4910r) Z/x-t x POT -ZG 9E198zsx71 NDUO p8'C - Sx 04TZI_090EI SMI 59YZ '184'G 9ZQHl I trl HHUS46 2790 3160 3410 115SO 14.16d (Face) 6 -16d Uokt) T9 TH048 1781. 3950 4540 4935 2595 - - 28.16d (Fhce) FL13285.35 16 - lod (Joist) 06- 0921.05, RR 25843, 13116-R HHUS48 4210 4770 5I40 2000 22.16d (Face) 8 -16d (Joist) T10 THDH26-2 1881, 3918 4505 4795 2235 - 20 -16ti (Face) FL821..75, 8. 16d (Joist) 06- 0921.05, RR 25779, 13116-R HGUS26-2 4355 4875 3230 2155 20.16d (Face) 8-16d (Jokt) T11 THDH26-3 188:4 3915 4505 4795 2235 - 20 -16d (Face) FL821.75, 8-16d (J81st) 06- 0921.05, RR 25779 HGUS26.3 4335 4875 5230 2155 20 -16d (Face) 8.16d (Jokt) T12 THOH28-2 188:4 6585 7515 8025 2665 - 36-16d (Face) FL821.77, 10 -16d (Joist) RR 25779, 1.9116-R HGUS28.2 7460 7411 7460 3235 36 -16d (Face) 12 -16d (Jokt) - 713 THDH28.3 1881, 6770 7785 8025 2665 36-16d (Face) FL821.77, 12.16d (Joist) 06- 092L05, RR 25779 HGUS26-3 7460 7460 7460 3235 36.16d (Face) 12.16d (/oUt) USP Structural Connectors IBM Name: - STRUCTURAL CONNECTORS- address: Customer: A MT,ICCompatry contact: Hmpher: Fastener Comparison Table OEM=.1=; • ` -sw,'•yr/_���-r^..-.-...-�.�:-,rim _��?- �-...-.=�'7�-�� .�-�- -.`� ����:'rteq re�"iiF sEenersr,� --•fie Wince.•''- -�••- do -�._- - - - - M - - TI. JUS24 4-10d (Header) LUS214 4-IOd (Herrdetj 2 -10d (Joist) 2- IOd (J64 - T7.0 THDH26--2 20 -16d (Face) HGUQ6-2 20-16d gbm) 8 -16d (Joist) 8-16d (lots# - Tn THDH26-3 20 -16d (Face) HG1JS26-3 20-16d (Rice) 8 -16d (JPMt) 8-16d finis() - 12 THDH2g-2 36 -I6d (Face) HGUS28 2 36- I (tare) I'M 1D-I6d (Joist) 12-I6d paid) - THDH28-3 36-I6d (Face) RGU5283 36-16d(FoL) 12 - I6d (Joist) 12- I6d (Joist) - TZ JUS26 4 -10d (Header) tUS26 4-10d (Header) 4 -1dd (Joist) 4-10d (Jolst) - T3 MSH422 22-10d (Face- Face MaXNailing) THA422 6-16d (Carried Member- Face Moan0 6 -10d (Fare -Top ]Max Miring) 6-10d (Canr Member- Top Range) 6 -1od (Joist - Face Max Nading) 22-16d (Face - Face Mount) 6 -10d (Joist -Top Max Nailing) 2 -16d (Face - Top Flange) 4-10d (Fop -Top Max Marling) 4 - 16d (Top - TopRonge) - T4 THD26 IS-16d(Fa ice) HTU26 11-IOdxI--1R(Carried Member) 12 -10d x7l-] f2 (Joist) 20-10dx1-112 (Carried Member- . MoX Nadiny) 20-16d (Carrya-ry Member) 20-16d (Cmrya g Member- Mox Wing) - TS THD26-2 IS-16d (Face) HHUS26-2 14-16d(Foce) 3.2-ldd(JolsCj � 6-36d(IoisU - TG THD28 28-16d(F4ce) HTU28 26-10dxl-112(CaukdMember- 16 -10d x i-I/2 (Joist) Mw Ndffing) � 26-I6d (Carryiirg Member- Max Nw1ing) - T7 TH 02&•2 28 -16d (Face) HHUS28-2 22 -16d (Face) 16-Ind (Joist) a-16d (Joist) - T8 THD46 18 - I6d (Face) HHUS46 14-16d (Frice) 12 -10d (Joist) 6-16d (Joist) - TS TRD48 116 28 -16d (Face) HHUS48 22 -16d (Tate) -Iod (Joist) 8-16d pus#) USP Structural Connectors ] Name: Addr-es£ STRUCTURAL CONNECTORS" Cus =er_ A Wek Company Contact. Number_ Left - flatlge -� �y z- flange THD48 PtY.' 1) USP Structural Connectors f I t TYPICAL HIPJACK CONNECTION TSTBK MAX 55 PSF MAX ROOF LOAD "AIM 170 MPH EX C H 26 MAX `� 4 24 W- 2. I 4 HARM • u tug T* t+alLs� fl aA tnrrr�sjadc it �fr2�t6dtoetia�sT 2 74 i_ taattM o-t 4-4 SPActW-- 2 D D c53 302 Puts inczeas- 125 TC nJt 15.0 Lumber htctease 1.2S SC 6-49 DD Rep Stream WC NO we n Sri 1" CDdm-Fm010rTPl2m7 (Mallft-bo CHORD 2x4SYP M 39 CHORD 2*4 SP Nat S 2*4 SP 140.3 Iit" 61U ITiI is 7S 7 HATI � tren m n NARM tang 2-16d toe rwas 4 �psa�)s each end DFFL !n 00c) V&u ud PLIAMT GMP ' 0.03 6-7 :-Sm 350 fa720 24-:f190 y r�t(T" -0.Q9 6-7, >99 9 240 tta4m 11.01 S Fria nia Weight'-.:Ib . f-s -0 BnAUNG TopCHORD HORD PWkm a hts SMwhlrat rend sheathing dlr-:dy ppgedorfrD-0cced BOTCMM StnrWrAran0dsheathingdrtecdYaPP or ti-4-4 Dc 6lfTcicr�+rv�*� >hat StaW-atm � rcgrired Qo4 brairtg be tnstaikd during Inns erection, irr a�ordzrtae xtith Siabifi�t ;ALMON5 p1i�Amm) 4-1B9rt+l=chanleal, 2-5081010 i S (m1" 0 1 �. fi�6�7�ledianSd • Mac HDcz2-.'tit�C d) M;2cupUU-aSr4LC4}6Z-3E04C9.6-r159(1-ce) Max Grzv1w219►LC 2). 2-1' 2). 6-412(LC 2) iRCES (tb) _ M=L r hraM s Tera_ - M forces 250 V11) or less e>eatwbr� shoiar- )P CHORD11..3rTri5,11-12 SS6t307, 3 12r&1�i303 a �eb.o )TCyORD i BS 3�- 916i4iT� ITS W1nd:ASM7-10;170mph (9-secwA gust) vasd-132mplr, TCDGS opst: BCOL-5 Ops1 h- r, d lt; C;ErtcL, GCpi-0,[i; MVf> (envdape); mnSever felt and right ; Lrrnber VOL-1.33 plate grip DOCr133 jWs trussls not deskjned to support a cetikrg and is rmtlnbw&^dfortme vdrere aes1hz:6CS2m a coraderaGon- Plato citerrid Tot z plus m rrDr++,� O �greemtation attopt Osceutef_ This tams has been designed fora I" pmt bottom chord 6oeload nan=crurerd vith 20Y other live Toads. -THS truss ha3 been designed lora Eve load of 20-03,sf onThe bottom chord Ina areas vdmjea rectzng a 3TrO tal by 24)-g widelali fit behveen the bottom chord and =W other menbers `��ttitlrlrf•1�,1 ♦`♦t�`3S - - -- _' N 34M, - _ C Ate' W STATEOF111110. := ; 11-09 COASTAL BAY BOYNTCK BC, FL 33435 10120112 TYPICAL ALTERNATE BRACING DERAIL FOR EXTERIOR FLAT GIRDER TRUSS 12 4 12tl-.� BITCH Truss •24" o. c, •'' ra -- MAX 30" (2�5") \l,,�tilllllllrrrrr UPLIFT CONNEC71C �� �.��5'•'S'k� �''�r ZEE ROOF TAU 2xj6 #2 SP BOTH FACES EX7RIOR FLAT G1 R DER S+,J'' I M P tea' O N H 5 :° STAT9 OF '0 N AL �rr1iii111loo 1109 COASTAL BAY BOYN'TON BC,FL 33435 10/19/22 FEBRUARY 14. 2012 L �E o� Wek Iredustaes. Inc. STANDARD PIGGYBAGKTRUSS ST-PIGGY-PERP- CONNECTION DETAIL (PERPENDICULAR) DETAIL IS NOT APPLICABLE FOR TRUSSES TMNSFERING DRAG LOADS (SHEARTRUSSESJ_ ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEEBIDESIGNER ARE REDUIRED. PIGGY-13ACKTRUSS (CROSS-SECTION Refer to actual5rss design drawing for ad&jm-rad pkWback truSS kfonn28on. NEARSIDE t i etc rrctus> . Ct. , tv�a page i of 1 MAX MEAN ROOF HEIGHT— 30 FEET BUILDING CATEGORY 11 WIND EXPOSURE B or C WIND DESIGN PERASCE 7-q8, ASCE 7-02: ASCE 7-05 i00 tv M (MWFRS) WIND DESIGN PERASCE7-10125 DISH (MWFRS) DURATION OF LOAD INCREASE FOR WIND LOADS_ 1-60 THIS DETAIL SHALL BE ONLY USED FOR RESISTING A VERTICAL WIND UPLIFT UP TO 140 LBS W_VMUMAT EACH CONNECTION POINT. BUILDING DESIGNER IS RESPONSIBLE FOR THE LOAD EXCEEDINGTL-ItS LIMITATION AND/OR IN OTHER DIRECTIONS. ATTACH PIGGYBACK BUSS TO BASE TRUSS WITH (2) -16d (0-131- X3.5") NAILS TOENAo-ED- IFAR SIDE r FLATTOP CHORD OFI3ASE TRUSS BASE TRUSS (SIDE VIEW) Refer to actualtmss design drawing ioradoit riai base Truss fdor Maftrl. NOTES FOR TOE -NAIL: 1. TOE -NAILS SHALT_ BE DRIVEN AT AN ANGLE OF 30 DEGREES WITHTHE MEMBER AND STAR I to 113 THE LHNGTHOFTHE NAIL FROM THE MEMBER END AS SHOWa 2- THE END DISTANCE. EDGE DM TANCF- AND SPACING OF NAILS SHALL BE SUCH ASTD AVOID UNUSUAL SPLITTING OFTHE WOOD NOTES FORTRUSS: 7_ THIS DETAIL IS VALID FOR ONE -PLY PIGGYBACKTRUSS ONLY: 2 THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES MUST BE SOUTHERN PINE OR DOUGiAS FIR -LARCH LUMBER: 3_ THE SPACNG OFPIGGYBACKTRUSSES AND BA.SETRUSSES IS2 FTORLESS: 4. THE PIGGYBACKTRUSSES SHOULD BE PERPEND'CUtARTO BASETRUISSES. & PIGGYBACK TRL!ffi MAY NOT CANTILEVER OVER BASE TRUSS OR HAVE AN OVERHANG WHICH WILL CREATEA HIGHER UPLIFT AT CONNECTING POINT ,,111{11Il�/j// A - . N 34869 =� - �^ �Q �� _ LU _ .0 1 _ sT»TEOF 1109 COP_STAL BAY BOYNTON BC; FL 33435 'iolia/22 SHEET 2 • FEBRUARY 14. 2Q12 I Standard Gable End Detail �0 ® Mifek ind d&s, Ch A rr,eV- MO Page 2 0f` 2 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Trusses C� 24" o.c. o� HOFUZONTAL13RACE Zx5DIAGONALBAACESPACM-wo.C: (SEE swnUM A -A) ATIA HEDT )-1S EN DAfTA N I ek Industr m, inc. Roof Sheathing-- TO BLOCI3NG MM (Sy -lad COWJQNS. MWL I TTISTHEREsPONSBIUTYOFTHEBLDGDESIGNERDR NAIL DiAGDNAL�iACs:TO EPRQIEGTENGINEEWARCHTEUTTODE96hiTHE I L I GONAL RACETOLS CEILING DIAPHRAGM AND U-S ATTACHMENTTO THE 1l TORFSLSTALCUTOFPLANELOADSTHAT \ MAY RESULTFROM THE BRACING OFTHE GABLE ENDS 2X 4 PUMN FASTENED To FOURTRUSSES WM-ITWO 16d NAILS EACIi FASTEN Purim \ TO BLACMG WrTM 15d NAILS 001N) Diag_ Brace PROViDEiztBLO=NG BETWEEN THE pO1TIS\ SMOiESlineeded ON EifHEREASNTOENAILLLOOMNG TOTRUSSES (ZI--LodNARSATEACHEND. ATTACH DiAGONALBRACETO BLDCWNG WRH (5)-1 Od CQMMON W IRE NAILS. ELid Wall � _ ' � = - � •-=� - '-- - -�--4. I � CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRU=F1ALGABLETRUSSFS MAYBE BRACED AS NOTED: STRUCTURAL METHOD 1: ATACH A MATCHING GABLETRUSSTOTHE INSIDE GABLETRUSS FACE OFTHE STRUCT URAL GABLE AND FASTEN PSLTHE FOLLOWiNGNAWNGSCHEDLE MEiHDD2:ATTACHa( SCAM-1707iEFACEOFEACHVIRTRCAL SCABALOIG ME vam OI�THEST5IUCTURAL GABLE PEA THE Fo LDW iNG VaTUCAL NAILING SCHEDULESCABSARETO BEOFTHESAMESIZE�GRADE APM SPECIES ASTHETRUSS VIUMCALS MAR34S SCHMLME- - FORWiND SPEEDS 12D 6iPH (ASCE7-SB, DZ, 05),15D WIPH (ASCE7-10) OR LESS, NAiLALL T„INSE IS WITH ONE ROW OF 1Ad (.731- X 31 NAILS SPACED s QC: - FOR W iND SPFIDS MEATER i7A hWH (ASCE 7.98, DZ, MI150 MPH (A —SCE 7-10) HAS LALL +MEMSEAS WffH TWO ROW S OFiod 031• X T) NAILS SPACED r: O c. (2X 4 SiUDS MINIMUM) At430MUM STUD LENGTHS AM LISTED ON PAGE 4. ALL BRACING MEiHODS SHOWN ON PAGE 1 AREA VAUDALNDARETOBEFAS-iMEDTOTHESCABS,OR CiLAYEDSTuo VERTiCAL=ns OFTHE=mDARD GABI.ETRUSS oNTHETNrmoR SIDEOFTHESLRUCTURE S RUCTURAL / AN ADEQUATE DIAPHRAGMIOR OTHER MEMO CING MUST GAHLETRUSS BEPHFSENTTUPROVIDEFULL-LATERAL PAR M OTTOIW CHORUT13RESISTALLOIJTCFPL%NE dA ��OWN INTHISDETAiLISFORTHEYE3TR `AL,LS ' � : N 34864 NOFFE:THLSDETALLISTOBEUs®ONLYFOR' _ = _ S RUCTURALGABLESWEI'N INLAYED - S UDS.TRUSSESWITHOLITINLAYED "� •_ SiUDSAREN(TADDRFSS@HERE STATEOF STPAWAAD Gi GABL.ETRUSSff S1 -•-- �` ���• 1109 COASTAL BAY BOYNTON EC,FL 33435 FEBRUARY 14, 2012 ---Io =0 or�o Wick hKku ms, Inc - STANDARD PIGGYBACK TRUSS CONNECTION DETAIL This detail is applicable for the fcMming wind condi io s: ASCE 7-88, ASCE 7-02. ASCE 7-0i , ASCE 7-10 W1nd aandards under an enclosure and exposure eondif=m as tong as no upf[it exceeds 377lbs. Refer to achta! pg(lyba&. ,toss design drawing for uplifts. NOTE: This Detag is valid for one ply trusses spaced 24' om- or less_ PIGGY11ACKTRUSS nefe r to actual truss design drawing for am3anal piggyback truss mfornramm SPACEPUALms; ACCORr]WGT0'MEM=MUM SPACg4Ei ONTHE TOP CHOAD OFTW- SSE 7TUSS (SPACING NOT TO EXCEED 2-V0=4 A PUMM-M BE LOCATED AT EIC41 BASE 7HUSS JOINT. ST-PIGGY-PLATE M,Tekw,wm. amstwwtr , mo, Pace i of 1 Attach piggyback truss to the basetntss v-Aft 3W TEE - LOCK b9uh%Use canneclkn plates spaced 4ir o.r- Plates shall be pressed into the piggyback puss at 48" Dr— staggered from each face and nailed to the base buss with four M- 6d (1 TxDrr 09T) ,jags in each plate to achieve a maadmUm uPWM capac+jr of 3irr 1115- at each rxr TEE -LOCK L4utti-Use connection pate (IUL ftum o; 2 plates) _ Attach each purlin to the top chord of the bases truss. (P miins and connection by others) BASETRUSS Refer to actualvuss design drawing ioraddrtional bam buss kriormabon_ l`lllItIllf/J,1l N3cEft N 34869 _ l 0 • �=V1 SEATS OF s 1109 COASTAL BAY BOYNTON BC,FL 33435 1.013-911-2 - 1w FEBRUARY 14.2012 LUL aU 1+1 rak Industries. Inc MUSSED VALLEY SET DETAIL ST VALLEY SYP COE EFND- COMON TRUSS M7ek I du9rie , Chps�.u. MO Page l ui l GENERAL SPECIFICATIONS 1. NAIL SIZE= 3S X 0.131"= M 2. INSTALL VALLEYTRUSSES (24"• O.C. to MAULQ AND SECUREPEA DEMILA m BRACE VALLEY WE$S IN ACCORDANCE WITH THE INDIVFMALDES1GN DRAWING& 4. BASE TRUSS SHAD_ BEDESIGNE D WrM A PURUN SPACING =nr v wau-r rn-nue o w-p nittv.ICnN nFTt4;= VALLEyTRUSS SPACING. pu TRUSS i SECURE VALLEY TRUSS NAILS ti O_G. ONE ROW OF 1 sd FA VAND DESIGN PER ASCE 7-K ASCE 7-02, ASCE 7-05 1T4 MPH WIND DESiGNPERASL'>=7-to- 150MPFl ATTACK 2z4 CON7lNUOUS NO2 SYP MAX MEAN HOOFIMUMHEIGHT- 3R FEET �TZ ��UM 1nit2 RCATEGORY TO THEROOF W/TWO 16d (0-131' X 0.5') NAU S 1i 13U �j� INTO EACH BASE TRUSS- ECPOSURE C OR 6 WTNDDURATIONOFLOADINCR 11F701III/1 MAXTOPCHORDTOTALLOAD•.pt` /f MAXSPACING_ZVO-0—MASF W41MUM REDUCED DEAD!,4� 5F- OPtTHETHIiSSES ` �VGEhISE• or �' io zs/:L = w STATE OF . DETAIL A (MAXIMUM 1" SHEATHING) ,sjQNA�- �/rrr N T.S. 1109 COASTAL BAY BOYNTON BC,FL 33435 OCTOBER 1. 2006 LATERAL TOENAIL DETAIL ! ST TOENAIL SP Q� MTek Indushies. Ina MTeklnft*k:sti chesh�fi .MO- Page 1 or1 NOTES 1_TOE-14AILS SHALLBEDP.IVEN AT AN ANGLE OF45 DEGREES VVITHTHE ME7VIP,ER AND MUST HAVEFULL WOOD SUPPORT_ (NAIL MUST BE DRIVEN THROUGH %AND E)UT ATTHE BACKCORNEROFTHEMEMBERENDASSHOWN. THE END DISTANCE EDGE CISTANCE. AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUALSPLITnNG OFTHE WOOD_ 3. ALLOWABLE VALUE SHALL BETFF- LESSER VALUE OFTHE7WOSPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOENAIL SINGLE SHEAR VALUES PER NDS 2001 (Iblruil) EXX L SYP OF HF SPF SPF S O -131 88.0 80.5 699 �A 59u_7 p _135 935 BS 6 742 7JB S-4 1 E .163 i m 93.6 BSA 845 73U3 ai Z .128 742 679 5a9 57-6 513 . _131 759 M5 6113 DUI 51.1 t p _148 R14 745 64.6 m-2 545 ai VALUES SliOV►4J:>i v C11PAC(iY Pc�Z TOc-iV.18_ APPLICABLE CURATION OF LOAD INCREASES MAY BEAPFLIE]. QCAMILE (3)-16d NAILS (-16r dmm_x351 WITH SPFSPECIESBOTTOM CHORD Forloed dwation inaeass oF1.15: 3 (nads) XB4_5 (lbrnai[)Xi.15 (DOL)=291.51b Mmftfjm Capaa'ty ANGLE MAY VARY FROM Sw TO 5w 45.00' ANGLE MAY VARY FROM 30' TO 60' THIS DETAIL APPLICABLE TO THE - THREE END DETAILS SHOWN BELOW VEOG SHOWbMARE FOUR ILLUSTRATION PLRPOSES ONLY SIDE VIEW m. j'�p N542 E IDE 64- NEAR SIM 45.OW SICEVIEW NAILS NEAR SIDE NEPR STI]E NEAR SIDE ANGLE MAY I I VARY FRONT 30' TO 60' 45.00• ,V1Lltlllttf��� �-k C�fi N 30M : # _1_ 6X Lrl= ��' 3.0/"/12 STAtE OF �w Cq 1109 COQASTAL BAY BOYNTON BC,FL 33435 io OCTOBER. 1, 2006 FV-M o Qo MA o0 MTek Industries, Inc. UPLIFT TOE-ML DETAIL . I ST TOENAI L UPLI urrm ladusw s, Qv -sr etd. MO Page 1 of 1 NOTES i-TOE NAILS SHALL BE DP.IVEN AT AN ANGLE OF 30 DEGREES WITHTHE MEIvSER MID STARTED 113 THE LENGTH OFTHE NAIL FROM THEMEfYBER END AS StiOWN- 2.THE END fXSCANC F EDGE DISTANCE, AND SPACING OF NAILS MALL BE SUCH AS TO AVOID MJUSUAL SPLITTING OFTHEWOOD_ ',. ALLOWABLE VALUE SHALL BE THEE LESSER VALUE OFTHE BOTTOM CHORD SPECIES OR TOP PLATE SPECIES FOR MEMSERS OF DIFFERENT SPECIES. END VIEW SIDE VIEW TDI Or - NEAR SIDE \ 1 NEAR SIDE FAP-SOE VfeAS SHOWN ARE FOR ILLUSTRATIGN PURPOSES ONLY TOE -NAIL VVECHDRAWPJ- VALUES PER NOS 2001 (Ib/nail) DAM. SYP DF HF SPF SPF-S .131 58 5 4S_I 31S 29.0 203 O .135 I 03 47S 32S 30.7 209 in _16? I 72-3 57il 1 39.1 36.8 25.1 vi z _128 53.1 41B 2B7B _7 2 1BA _131 543 429 293 277 192 r .148 61 t 483 33.2 313 213 m _I'm 459 367 148 23.4 153 0 .128 49J3 38.6 2s5 25.0 17.0 J b _131 50_1 39.5 27.1 25.5 17.4 `d _143 55A 44-6 3U 269 19.6 VALUES SHOV%i AID CAPAC TY PE2TOE4,LVL. APPLICABLE DURATIO 1 OF LOAD INCREASES MAY SE APPLIED. EXAMPLE (3) -18d NAILS (.16V dem. x 3.51 WITH SPF SPECIES TOP PLATE For%W DOL o f 1.33: 3 (nails)X 36.8 (lbinal)X 1.33 (DOL forvdnd)=148.8lb Maximum A4owable Up6IiReadion Due To VYatd ForVMnd DOL of l BU-- 3 (nalls) X 36.8 (lbinaa)X 1.60 (DOL forwind)=176.Bib Maximum Allowable Uplift Reaction Due To Wind Ifthe uplift reaction specified on the T Hiss Design Drawing Is more than 145.8 lbs (175.6 lbs) another meehaNcel upi t connection must be used. USEP) TOE -NAILS ON 3t4 BEARING WALL USE (4)TOE-NAILS ON 24 BEARING WALL 3-0/13/12 ,`,111{111i11177` ' N 34869 " W= STATE OF 10 IS, 1109 COASTAL BAY BOYNTON BC,FL 33435 I JULY 20, 2015 I TYPICAL HIP/KING JACK CON iNEC T ION ST- CORNERSET w • I GENERAL SPECIFICATIONS f fy r= '—AN 11 1_ MAX LOAD_ 551psf Roof Load,170 mph, ASCE 7-10, 25'-0" Mean Height, EXP C_ r .A'FLORIDA tMiPO 2ATION Attach End Jack w/ (4) 16d Toe Nails TC & (3) Toe Nails BC X 0 i I Attach King Jack w/ (2)16d Toe Nails @ TC & 24" Strap w/ (6) 10d x 1.5' ea. end @ BC Attach Corner Jack's w/ (2) 16d Toe Nails TC & BC (TYP) Attach Corner Jack's w% (3)16d Toe Nails TC & (2)16d Toe Nails BC (TYP) Manuel="....� Martin17z'°" °.F.—E- 0`1 s+e*r o+ ley