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HomeMy WebLinkAboutTruss X. l 4451 SAINT LUCIE BLVD FORT PIERCE, FL 34946 Amll ROOF PH: (772) 409-1010 TRUSSES FX: (772) 409-1020 www.altruss.com A FLORIDA CORPORATION TRUSS ENGI .NEERING �c m o m o rn. c� ❑ D y m' BUILDER: STD PAC HMS - SOUTHEST FL a < �, � o � � z - m m vQ y x PROJECT: RIVERBEND p n : N � o o m = LOT/BLK/MODEL: LOT:19 / MODEL:6812 / ELEV:A / GAR - - , z ' C � y, o n �• ���• � m —I . 5 �, oa -• p D o M JOB#: 61634 m m m r- Z m o MASTER#: o = Y El mm 3 " o !n m X CD p < f�1 . cD = cD OPTIONS: STANDARD 2 m ,. - n fn° o j m 20 Z a c� rn o o C ' y O n Q' cr c CcD a, Q _ = y O A Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 A-1 ROOF These truss designs rely on lumber values established by others. .A#ffTRUFiFiES A FLORIDA CORPORATION RE:Job 61634 A-1 Roof Trusses 4451 St Lucie Blvd Site Information: Fort Pierce,FL 34946 Customer Info: STANDARD PACIFIC HOMES-SE FL Project Name: RIVERBEND Lot/Block: 19 Model:6812 Address: 3100 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/TPI2007 or FBC2010 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 96 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 A0528915 A01 6/17/15 13 A0528927 A10 6/17/15 25 A0528939 B06 6/17/15 2 A0528916 A02 6/17/15 14 A0528928 All 6/17/15 26 A0528940 B07 6/17/15 3 A0528917 A03 6/17/15 15 A0528929 Al2 6/17/15 27 A0528941 B08 6/17/15 4 A0528918 A04 6/17/15 16 A0528930 A13 6/17/15 28 A0528942 B09 6/17115 5 A0528919 A05 6/17/15 17 A0528931 AU 6/17/15 29 A0528943 C01 6/17/15 6 A0528920 A06 6/17/15 18 A0528932 A15 6/17/15 30 A0528944 CO2 6/17/15 7 A0528921 A07 6/17/15 19 A0528933 A15A 6/17/15 31 IA0528945 CA 6/17/15 8 A0528922 A07A 6/17/15 20 A0528934 B01 6/17/15 32 A0528946 CJ3 6/17/15 9 A0528923 A08 6/17/15 21 A0528935 B02 .6/17/15 33 A0528947 CJ3C 6/17/15 10 A0528924 A08A 6/17/15 22 A0528936 B03 6/17/15 34 A0528948 CJ3CS 6/17/15 11 A0528925 A09 6/17/15 23 A0528937 B04 6/17/15 35 A0528949 CJ5 6/17/15 12 A0528926 I A09A 6/17115 24 A0528938 I B05 6/17/15 36 A0528950 CJ5C 6/17/15 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 ANSIrrPI-1 Sec.2. The Truss Des igmDrawing(s)(TDD[s])referenced have been prepa red based on the construction documents(also referred to at times a s'Structu ra I Engineering Documents')provided by the Building indicating the nature and character of the work.The design criteria the re in.have been transferred to Manuel Martinez PE by[A1 Roof Trusses orapecific location].These TDDs(also referred to at times 'Structural Delegated Engineering Documents')are specialty structural component designs and may be part of the project's deferred or phased submittals.As a Truss Design Engineer(Le.,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 their written engineering requirements.Please review all To Ds and all related notes. [�F y���. AI��.\yy: 1V'ta1-1�..I'elDS.+MsadMwwAYBe[ pt MIS o-yJmTrvA A65 Bisbiesf - L,BePefenNBv4OkMABDE `ASSODATES PA,m•MarueIAWIWs, 0.9]]43.1910030h,00.1.1=A01098000 000 iF9Y0000]r1F las*ir�Pz p_,��?��E`, ,Bz.�m no,Cd71 C2 �•.SFONiinn''```• Page 1 of 2 * t r� Lumber design values are in accordance with ANSI/TPI 1-2007 section.6.3 A-1 ROOF These truss designs rely on lumber values established by others. TRUSSES A FLORIDA CORPORATION RE: Job 61634 No. -Seal# Truss Name Date No. Seal# Truss Name Date 37 A0528951 CJ5CS 6/17/15 75 A0528971 FL18 6/17/15 38 A0528952 EG1 6/17/15 76 A0528972 FL19 6/17/15 39 A0528993 HC4 6/17/15 77 A0528973 FL20 6/17/15 40 A0528994 HJ1 6/17/15 78 A0528974 FL21 6/17/15 41 A0528995 HJ7 6/17/15 79 A0528975 FL22 6/17/15 42 A0528996 HJ7C 6/17/15 80 A0528976 FL23 6/17/15 43 A0528997 J7 6/17/15 81 A0528977 FL24 6/17/15 44 A0528998 J7A 6/17/15 82 A0528978 FL25 6/17/15 45 A0528999 HC 6/17/15 83 A0528979 FL26 6/17/15 46 A0529000 J7CA 6/17/15 84 A0528980 FL27 6/17/15 47 A0529001 J7CC 6/17/15 85 A0528981 FL28 6/17/15 48 A0529002 MV10 6/17/15 86 A0528982 FL29 6/17/15 49 A0529003 MV12 6/17/15 87 A0528983 FL30 6/17/15 50 A0529004 MV4 6/17/15 88 A0528984 FL31 6/17/15 51 A0529005 MV6 6/17/15 89 A0528985 FL32 6/17/15 52 A0529006 MV8 6/17/15 90 A0528986 FL33 6/17115 53 A0529007 SV12 6/17/15 91 A0528987 FL34 6/17/15 54 A0529008 V12 6/17/15 92 A0528988 FL35 6/17/15 55 A0529009 V4 6/17/15 93 A0528989 FLA01 6/17/15 56- A0529010 V8 6/17/15 94 A0528990 FLA02 6/17/15 57 A0528953 FG01 6/17/15, 95 A0528991 FLA03 6/17/15 58 A0528954 FG03 6/17/15 96 A0528992 FLA04 6/17/15 59 A0528955 FG04 6/17/15 60 A0528956 FG05 6/17/15 61 A0528957 FG06 6/17/15 62 A0528958 FG07 6/17/15 63 A0528959 FG08 6/17/15 64 A0528960 FL03 6/17/15 65 A0528961 FL04 6/17/15 66 A0528962 FL07 6/17/15 67 A0528963 FL09 6/17/15 68 A0528964 FL10 6/17/15 69 A0528965 FL11 6/17/15 70 A0528966 FL13;,•. ~-6l17/15 . 71 A0528967 FL14 -; - 'r..6117/15, 72 A0528968 'FL15 61 17/15' 73 A0528969 FL16 "J 6117/15 74 A0528970 FL17 - ,6/17/15 Page 2 of 2 Job Truss Truss Type Qty Ply Std Pac/6812 EL A A0528915 61634 A01 Roof Special q 1 Job Reference o tiona Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:25:40 2015 Page 1 ID:FJM?bXpxJB WbW8ogQlllUfzJdIJ-mYUGVD51 eAjWKzY7MCiAOKxDtLT7164aRihyKzz5Lt9 Oi11r0 6-11-15 12-2-11 18-10-4 21.6-0 27-0-0 32-1-7 37-11-0 44-1-5 51--0-0 0.11-0 5151 5.2-12 6-7-9 2-0-0 &5-12 5-1-7r39 6-2-5 7-2-11 = 4.00 12 5x6 Dead Load Deft.=1/2 in 5x8= 5x6= 7 3x8� 4x6 Z- 4x6 5x6 WB� 5 4x8 T 9 3 4 10 12 10 3x6 2 l 11 6 T 6 6 ti 1 6 l�n d 5 50 14 51 Rlp 52i 13 29 2724 23 22 20 19 17 16 4x6= 4x6= 6x8- 3x8 MT2OHS= 3x6=3x8= 4x8= 3x4 II 5x6= 3x8 MT20HS-- 7x14 MT2OHS= 4x4 II 1-2-8 11 39.12 Csit-15 12-2-11 1&1(L4 21�s4 32.5-8 37-110- 3 44-1-5 51-4-0 611 2-7-4 3-2-2 52-12 r:7-9 2.8-0 10-11-4 ' ; 9-0 SSS 7-2-it 03-8 Plate Offsets(X Y)- 13:0-3-0 Edgel [5:0-5-4 0-2-81 [8:0-2-8 0-2-0] [9:0-2-7 Edge] [15:0-8-4 Edge] [22:0-3-0,0-1-121,[25:0-5-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.39 17-19 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.90 17-19 >506 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.11 15 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight:334 lb FT=O% LUMBER- TOP CHORD 2x4 SP No.2*Except* 7)This truss has been designed for a 10'0 psf bottom T2,T1:2x4 SP M 30 TOP CHORD chord live load nonconcurrent with any other live BOT CHORD 2x4 SP M 30'Except' 1-2=-3817/3135,2-3=-3710/3247, loads. B1,B5:2x4 SP No.2,B4:2x4 SP No.3 3-4=-3606/3249,4-5=-2032/1835, 8)'This truss has been designed for a live load of WEBS 2x4 SP No.3'Except* 5-6=1789/1734,6-7=-1959/1944, 20.Opsf on the bottom chord in all areas where a W14:2x6 SP No.2 7-8=-671/757,8-9=1102/1301, rectangle 3-6-0 tall by 2-0-0 wide will fit between the OTHERS 2x4 SP No.3 9-1 0=1 103/1175,10-11=1 345/1348, bottom chord and any other members,with BCDL= BRACING- 11-12=888/1584 10.Opsf. TOP CHORD BOT CHORD 9)Provide mechanical connection(by others)of truss Structural wood sheathing directly applied. 1-37=2256/2582,1-28=-2784/3547, to bearing plate capable of withstanding 100 lb uplift at BOT CHORD 28-38=-278413547,26-38=2784/3547, joint(s)exceptat=lb)1=685,12=479,15=1455. Rigid ceiling directly applied. Except: 26-39=-278413547,25-39=2784/3547, 10)This truss has been designed for a moving 1 Row at midpt 25-28 21-22=-1848/2499,21-44=-1848/2499, concentrated load of 200.01b live located at all mid 3-6-0 oc bracing:28-33 20-44=-1848/2499,20-45=-1175/1863, panels and at all panel points along the Bottom Chord, WEBS 19-45=-1175/1863,19-46=-377/1026, nonconcurrent with any other live loads. 1 Row at midpt 18-46=-377/1026,18-47=377/1026, 11)This-truss design requires that a minimum of 7/16" 4-20,7-19,7-17,8-15 47-48=377/1026,17-48=377/1026, structural wood sheathing be applied directly.to the top MiTek recommends that Stabilizers and required 10-15=-441/613,15-50=-524/355, chord and'/.'gypsum sheeVock be applied directly to cross bracing be installed during truss erection,in 14-50=-524/355,14-51=-524/355, the bottom chord. accordance with Stabilizer Installation guide. 12-51=-524/355,12-52=-1772/994 WEBS REACTIONS. (lb/size) 2-25=314/486,4-22=217/319, LOAD CASE(S) 1 = 1588/0-8-0 (min.0-1-14) 4-20=808/845,5-20=-473/519, Standard 12 = 294/14-0 (min.0-1-8) 5-19=-264/327,6-19=-845/913, 15 = 2840/0-8-0 (min.0-3-6) 7-19=1334/1477,7-17=-967/884, Max Horz 8-17=.656/964,11-14=484/339, 1 = -207(LC 9) 22-25=-1708/2330,4-25=1114/1237, Max Uplift 15-17=-141f/31,11-15=927/1718, 1 = -685(LC 8) 8-15=2552/2305 12 = -479(LC 7) 15 = -1455(LC 7) NOTES-- Max Grav 1)Unbalanced roof live loads have been considered 1 = 1588(LC 1) for this design. 12 = 409(LC 14) 2)Wind:ASCE 7-10;Vutt=l7omph(3-second gust) 15 = 2840(LC 1) Vasd=132mph;HVHZ;TCDL=5.Opsf;BCDL=5.opsf; h=25ft;Cat II;Exp C;Encl.,GCpi=0.18;MWFRS FORCES. (lb) (envelope)and C-C Extedor(2)zone;cantilever left Max.Comp./Max.Ten.-All forces 250(lb)or less except and right exposed;porch 6ghtvxposed;C-C for when shown. members and forces&MWFRS for reactions shown; TOP CHORD Lumber DOL=1.25 plate grip DOL=1.25 1-2=-3817/3135,2-3=-3710/3247, 3)Provide adequate drainage to prevent water 3-4=3606/3249,4-5=-2032/1835, ponding. 5-6=-1789/1734,6-7=-1959/1944, 4)All plates are MT20 plates unless otherwise 7-8=-671/757,8-9=1102/1301, indicated. 9-10=110311175,10-11=-1345/1348, 5)All plates are 2x4 MT20 unless otherwise indicated. 11-12=-888/1584 6)Plates checked for a plus or minus 0 degree rotation about its center. Wpmieg-Rene tEorwghpytevin theYlrUOFIPJSS6('f81FP),6FXFP(SI[iYSiCONDIP(IXSC1SIgXEg�BOTEt]A(INnK7FOLFHEHI'Foim ytrAy design rmromN�tand«al ootn oa?if toss Detigo Orerieg(IOBjmdFla Nanoeltlaniae4Pl.relnenniheel hetueuu.Onbss oRauustaled oaAeiDD,�aIy MAN UELIAARTINEI,P.L �FL1<A roneenn pinles sM1ol he ned for IEen10 hleaohd.As o Goss Design fagioen(.e,SperioXp Eogiaeo),6e ual o0 oq IDD+epreuNsaa auplaae o(fk prohssiovol npineaiayrnpu+aitihyla ka desige elthe ample Trmsdcpiled cuMe lOD only,wdes IPI-I,the dnigo nsaoplan,lovdmp amditul6 sodohililyoad use of tEislnnlps anTPudding is l6e nsponihtiryolthe Orgies,the Oreei seulhorhedogeal orlM1e Beild'mg Onignn,in lhemaronldlhe ll4the FPt.11e lad Eud&ng+odeoedlPl•I.lle apWa'oldiEeTJDood eey field ufeol16eTrvst,indodmr F.andri�q,sfomge,inlonaaana�hnimg,shag hr l6e #R471R2 ' respeesihrrty oBha PaOCmg Dedgner oodCoemastoi.AB notes setoul in tha TOO end the pnsNus oodgeidalnn althe Bending(omponea Salary lelosmofioo(861)puhli+hod Ey IN and S81Aare nlennadbi purel pidrom.IP4l definnResnpoes3iliflm end dudm olthe lmss gesigaer,imss gesignhgineer avd IOD19(horlton(ir. Isas Yveotortan,oa!ns mha+du deXeed lyo(ontreaogrcdopooie erhrog by oB pmoe+mahed.the Lou Oeilga Engineer isX01 the Bm6ng Onlg aLns SystemEngmeerlor oeyheilAeg All Cepitalind 1-sae adefied IeTPI-1. (appsigE1�101g A•1 taorinstes•Noauel ualieer,Pf.Reprodatioo d dds daumaot,is any lam,Fs psohihiled rich nitlrn pesndnioa Gem A-1 RealTmsas.Lionel Mmfi n,P.E. Orlando,FL 32832 Job Truss Truss Type Q1Y PIY _ Std Pac/6812 EL A ' 61634 A02 Roof Special 2 1 A0528916 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com IRun:7.620 s Apr 30 2015,Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 17 15:25:41 2015 Page 1 ID:FJM?bXpxJBWbW8ogO111UfzJdIJ-Ek2eiZ6gPUrNy77KwwDPxXUQiksJUZkjgMRWtQz5Lt8 01119 6-5-10 i 11-7� , 16-10.0 1__ 1� 27-0-0 32-1-7 37-11-0 44-1-5 51-4-0 42$,0 0.91-0 5-0 10 5-1-9 5-2-13 2-8-0 r2 1-85 1-85 5-1-7 5 9 9 62-5 7-2-1114-0 5x6= Dead Load Defl.=7/16 in 4.00 12 2x4 II 5x6= 5x6= e 4x6� 4x6 3x6 5 7 T 4x8 zzz 5x6 M8� 10 2x4 II 3 4 T W 11 /12 11 3x6 CC 2 0 0 12 I 2x4 11 (n n 1 6 w 13 d 6 49 15 50 51 14 28 25 24 23 21 20 18 17 2x4 II 4x6 4x6= 2x4 I I 3x6= 3x6=3x8= 3x6- 4x8= 3x4 11 2x4 11 5x8 5x8= 8x14= 2x4 11 4x4 11 1-2-8 g11A SVo 11-7-3 1610-0 ,19.6.0,21-10$ 27-0-0 , 32-58 37-11-0 3�•$0 441-5 , 51�-0 11 53.2 51-9 52-13 2-48 51.8 SS8 SSB 9A SSS 7-2-11 0-3-8 Plate Offsets(X,Y)- [3:0-3-0,Edge],[9:0-2-8,0-2-0],[1.0:0-2-7,Edge],[16:0-8-8,Edge],[23:0-4-0,0-1-12],[26:0-5-8,0-3-4] 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 0.68 Vert(LL) -0.34 18-20 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.80 18-20 >567 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(TL) 0.10 16 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix-S) Weight:339 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2'Except* 7).This truss has been designed for a live load of T2,T1:2x4 SP M 30 BOT CHORD BOT CHORD 2x4 SP M 30*Except' 1-36=2286/2601,1-27=-2853/3624, 20.Opsf on the bottom chord in all areas where a B4:2x4 SP NoA B5:2x4 SP No.2 27-37=-2853/3624,26-37=-2853/3624, rectangle 3-6-0 tall by 2-0-0 wide will fit between the WEBS 2x4 SP No.3*Except* 22-23=1393/2057,22-41=1393/2057, bottom chord and any other members,with BCDL= W14:2x6 SP No.2 41-42=1393/2057,42-43=1393/2057, 10.0psf. OTHERS 2x4 SP No.3 21-43=1393/2057,2144=-1323/2043, 8)Provide mechanical connection(by others)of truss BRACING- 20-44=-1323/2043,2045=-384/1052, to bearing plate capable of withstanding 100 lb uplift at TOP CHORD 19-45=384/1052,19-46=384/1052, joint(s)except Qt=1b)1=686,13=482,16=1453. Structural wood sheathing directly applied. 46-47=-384/1.052,18-47=384/1052, 9)This truss has been designed for a moving BOT CHORD 11-1 6=-439/610,16-49=502/342, concentrated load of 200:Olb live located at all mid Rigid ceiling directly applied. Except: 15-49=-502/342,15-50=-502/342, panels and at all panel points along the Bottom Chord, 4-4-0 cc bracing:27-32 13-50=502/342,13-51=1 780/999 nonconcurrent with any other live loads. WEBS WEBS 10)This truss design requires that a minimum of 7116" 1 Row at midpt 2-26=294/469,4m23=-819/932, structural wood sheathing be applied directly to the top 9-16,5-23,8-18,8-20 9-18=642/978,16-18=1551738, chord and gypsum sheetrock be applied directly to MiTek recommends that Stabilizers and required 9-16=2538/2297,12-15=-484/339, , the bottom chord. cross bracing be installed during truss erection,in 23-26=-1730/2358,4-26=1120/1237, accordance with Stabilizer Installation guide. 12-16=-926/1718,5-23=-769/776, LOAD CASE(S) 8-18=959/866,8-20=-1323/1481, Standard REACTIONS. (Ib/size) 7-20=328/449,6-20=-826/827 1 = 1589/0-8-0 (min.0-1-14) NOTES- 16 2831/0-8-831/0-8-0 (min.13 = (min,0-1-8) 1)Unbalanced roof live loads have been considered = Max Horz for this design. 1 = -207(LC 9) 2)Wind:ASCE 7-10;Vult=170mph(3-second gust) Max Uplift Vasd=132mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf; T = -686(LC 8) h=25ft;Cat 11;Exp C;Encl.,GCpi=0.18;MWFRS 13 = 482(LC 7) (envelope)and C-C Extedor(2)zone;cantilever left 16 = -1453(LC 7) and right exposed;porch right exposed;C-C for Max Grav members and forces&MWFRS for reactions shown; 1 = 1589(LC 1) Lumber DOL=1.25 plate grip DOL=1.25 13 = 413(LC 14) 3)Provide adequate drainage to prevent water 16 = 2831(LC 1) ponding. 4).Plate(s)atjoint(s)3,5,6,8,10,1,22,17,11,13,2, FORCES. (Ib) 24,4,23,21,9,18,16,16,12,15,14,27,25,26,7 Max.Comp./Max.Ten.-All forces 250(lb)or less except and 20 checked for a plus or minus 0 degree rotation when shown. about its center. TOP CHORD 5)Plate(s)atjoint(s)19 checked fora plus or minus 5 1-2=-3894/3196,2-3=3778/3285, degree rotation about its center. 34=-3712/3294,4-5=-2735/2531, 6)This truss has been designed for a 10.0 psf bottom 5-6=-2044/1927,6-7=-1882/1748, chord live load nonconcurrent with any other live 7-8=-1927/1906,8-9=-694/776, loads. 9-10=1081/1279,10-11=1082/1153, 11-12=-1321/1323,12-13=892/1592 BOT CHORD 1-36=2286/2601,1-27=-2853/3624, Nemieg-Pleoutlaa�lysede+Me'1-1 rDOFI84S61T1(Ifl'�,Mugu TIMa(OrDlnadSM10011mil1 Awalfi1D61YD11•Imm ger4dnigopmemdersood read oohsoo thif hougeugngrarieg�DDfmdtk YaooelYerdeet,P2.Idermte Sheel hehpe ou.Itrlen otla+iu dried oaths lDD,oety MANUEL MARTINEI,P.F. Yileh soortder plahseha9 k med for Ik IDDhhe mfid.kolron Dedge[epmem @.e,Spedolty Fogmea�,thesedaomylDD rzpeuots ae oaegtomeef Ih pofnd000leagmemingmpae3diry la @e lodge drtt sivg4Lmsdapided oo IhriDD mly,wdo TPI-I,The dedgr oswaptiom,bodogaafitues, ' ano6ilityonduwollYslasslasnnyroddlogisl6esespemNdyorlM1eOmrr,theameiseothorrtedogemorlM1elaldia9anigner,istheroohddtheIRC,6,n(.theI.elUhl(odeoodTFI.I. eopporol.ftAelDDondeiryfiddasedHrolrun,iwkdnfkaodfiiq,sromge,inlaDofiangridhroimg,shoAk$e #047182 resposamy of the swieg udgoereed(odreeer Al mass seteNmlhbTDDWthe pasEns Dori gddlSeesalNereiB'wg(ompaoem Salery Dedgeer,To Daigohgineerond 10019(horhon(iT. Irmt YeealeMrer,00ksse6er+Iq defned 6yo(oahmtopeedopoo ie a0yby oapmdn hreMed.the Lms Dodge fegioem isN01 the Buldiogaesignn er Lonlydmhghiear for oq hnldn}In(eyitognd trams ae a defined mTPrl. (opydgM®1DI54•I rooflanes-YonoelYodioee,Py',YepodatiaedYs dao®eet,is may loan,ispohihited+i6aMeapermissioafiem 4l gooflmras•Vowel Yenuaa,Pt Orlando,FL 32832 . a "Job Truss Truss Type QtY PIY Std Pac/6812 EL A 61634 A03 Roof Special 2 1 A0528917 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:25:42 2015 Page 1 ID:FJM?bXpxJBWbW8ogQlllUfzJdIJ-iwcOvv7lAnzEZHh WrdkeTll Za881 DOdtvOA3Psz5Lt7 0�11 0 7 8 13 1410.0 17 fi-0 21-10.8 , 27 0 0 32-1-7 37-11-0 441 5 VA 1 4-0 b2�0 0.11-0 6-9-12 7-1-3 2.8-0 7 5-1.8 5.1-7 5-9-9 6-25 2-1 5x6= Dead Load Defl.=7116 in 5x10 MT20HS= 6 4x6 -4x6 4.00 F12 5x6= 5 4 4x8 3 8 10 9 3x6 10 d CC rn 1 4 11 4 49 13 50 5b 12 27 25 22 21 19 18 16 15 4x6= _ 4x6= 5x8= 3x6= 3x8= 3x6 4x8= 3x4 11 5x8= 8x14= 4x4 11 1-2-8 0,1,r 44-1 7-8.13 14:1 o 17-6•(d 21-10.8 27-0-0 32-SB r 37-11-0 3$-$0 44-15 I 51-40 0.11 3.1T� 7-1-3 2-8-U 44-7 St-8 SS8 SS8 0-30 SSS 7-2-11 0-3-8 Plate Offsets(X Y)— 13.0-5-0 0-1-13] [7.0-2-8 0-2-0] [8.0-2-7 Edge] [14.0-8-4 Edge] [19.0-4-0 0-2-4] [23.0-5-12 0-2-12] LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.39 16-18 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(rL) -0.87 16-18 >523 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.12 14 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight:328 lb FT=O% LUMBER- TOP CHORD 2x4 SP No.2'Except' 9)Provide mechanical connection(by others)of truss T1:2x4 SP M 30 BOT CHORD to bearing plate capable of withstanding 100 lb uplift at BOT CHORD 2x4 SP M 30*Except* 1-35=2276/2582,1-26=-2756/3525, joint(s)except at--lb)1=682,11=474,14=1463. B1,B5:2x4 SP No.2,B4:2x4 SP No.3 26-36=2756/3525,24-36=-2756/3525, 10)This truss has been designed for a moving WEBS 2x4 SP No.3'Except* 24-37=2756/3525,23-37=-2756/3525, concentrated load of 200.01b live located at all mid W12:2x6 SP No.2 19-42=1569/2260,42-43=1569/2260, panels and at all panel points along the Bottom Chord, OTHERS 2x4 SP No.3 43-44=-1569/2260,18-44=-1569/2260, nonconcurrent with any other live loads. BRACING- 18-45=-357/1014,45-52=357/1014, 11)This truss design requires that a minimum of 7/16' TOP CHORD 17-52=-357/1014,17-46=357/1014, structural wood sheathing be applied directly to the top Structural wood sheathing directly applied. 46-47=357/1014,16-47=357/1014, chord and'/V gypsum sheetrock be applied directly to BOT CHORD 9-14=-439/610,14-49=585/381, the bottom chord. Rigid ceiling directly applied. Except: 13-49=-585/3B1,13-50=-585/381, 1 Row atmidpt 23-26 11-50=585/381,11-51=-1755/981 3-6-0 cc bracing:26-31 WEBS LOAD CASE(S) WEBS 21-23=0/257,2-23=-4771713, Standard 1 Row at midpt 19-23=-1406/2041,7-16=-664/999, 19-23,7-14,3-23,6-18,6-16 14-16=129/707,7-14=2597/2346, MTek recommends that Stabilizers and required 10-13=-485/340,3-23=1366/1460, cross bracing'be installed during truss erection,in 10-14=-929/1720,5-18=-379/524, accordance with Stabilizer Installation guide. 4-18=897/916,6-18=-1337/1472, 6-16=984/886 REACTIONS. (lb/size) 1 = 1580/0-8-0 (min.0-1-14) NOTES- 11 = 271/1-4-0 (min.0-1-8) 1)Unbalanced roof live loads have been considered 14 = 2870/0-8-0 (min.0-3-6) for this design. Max Harz 2)Wind:ASCE 7-10;Vult=170mph(3-second gust) 1 = -207(LC 9) Vasd=132mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf; Max Uplift h=25ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS 1 = -682(LC 8) (envelope)and C-C Exterior(2)zone;cantilever left 11 = -474(LC 7) and right exposed;porch right exposed;C-C for 14 = -1463(LC 7) members and forces&MWFRS for reactions shown; Max Grav Lumber DOL=1.25 plate grip DOL=1.25 1 = 1580(LC 1) 3)Provide adequate drainage to prevent water 11 395(LC onding. 14 = 2870(LC11) 4)All plates are MT20 plates unless otherwise indicated. FORCES. (lb) 5)All plates are 2x4 MT20 unless otherwise indicated. Max.Comp./Max.Ten.-All forces 250-(Ib)or less except 6)Plates checked for a plus or minus 0 degree when shown. rotation about its center. TOP CHORD 7)This truss has been designed for a 10.0 psf bottom 1-2=3794/3108,2-3=-3721/3301, chord live load nonconcurrent with any other live 34=-2252/2105,4-5=-1868/1707, loads. 5-6=-1885/1889,6-7=-647/738, 8)'This truss has been designed for a live load of 7-8=1154/1370,8-9=-1155/1244, 20.Opsf on the bottom chord in all areas where a 9-1 0=1 397/1417,10-11=875/1566 rectangle 3-6-0 tall by 2-0-0 wide will fit between the BOT CHORD bottom chord and any other members,with BCDL= 1-35=2276/2582,1-26=-2756/3525, 10.0psf. Wmonp-pit.0wwgElyrowbe-kllaarllasrst0111Z OEM((tM1d A000MVIDUlnn-font Va4deGpoporomumdreodnoksm1,is Inn aesipNwiijMmd The Almae1g.,ieee,PlletereoaShwhIo ..&kssoth-i-okdonMeM,mry MANUElh1ARiINEI,P.L �10(eh rmeeder ploepshdhe used for the r0D hbeun0d.harms Dnigu[epinm(.e.,Spedelty Fngineats6e sedmog100 repeuds m oue/kme orNe pmleusioml nginenicgrnpansdrifi7lora<design dkasmgleLmsdepided m the IDD only,wdv tp41.The desiga oumoppem,hermgumeion, ' sdeda0tynodmeol0ishustloimyru0dingisthem+pemihilityatdreOPon,dleOvner'seotherimdugMnra:elmlding0eslgoo,inthemehddmr04ehe1lGlheladhudAnprodeoediPl-I,lAeoppemnldeheIDOandmygddureddermss,inJed:�lF.ondp„g,storage,imk0odonandhm<inphilbeehe #047182 resp—b6ityotlhe tnilcing Wdgneroed(oehedo,.AO mreuetaNio rye NDmd Me prnrdus and gcldeloesdthe BdWing(ompmemklery ldoimohm R(SgpohlirhedhprPlmdSA(Angie mte,evmd for geeent gaideme,IN dehnesehe pn4i6iW and dudmoiehe Goss Oedgeee,LmeDesign Esginser and Ipe19(horlton Cir. rmssYveatoMrer,enkss oOenln deked by o(maml ogreedupon iv wiecghyn0pmeks I>rehed.the GmsOuilgu fngmeer IsgOT the rmNiog De„gn<r or imnlryeroEng®eer Gr oey hrilAug.AOGpisot ed Imus®e os ddmed IvrPll. (opprigM®1015 A-I tm(Lmses•NmuelYuAieeyPF.Iepeodorfioo of lhis donanect,in arcploan,ie prohihieed sriM niteen permissim fiem A•1 Yoal Tmeoo 8omel anYro,,P-E Orlando,FL 32832 P Job truss Truss Type Qty Ply Std Pac/6812 EL A 61634 A04 Roof Special 2 1 A0528918 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 1715:25:43 2015 Page 1 ID:FJM?bXpxJBWbW8ogQlllUfzJdLi-A7AO7F8wx555BRGil LFtoyZisYVKyTs07gwdxlz5Lt6 Og11r0 rr11 6 12-10-0 15�0, 21-10 8 271 1 32-1-7 37-11-0 44-1-5 V: 0 52�0 al l u r}o s 51a10 z 8-0 sae 5 1 8 51_ 5 s s s zs 7-2-11 5x6= Dead Load Detl.=7/16 in 6 4x6 7 4x6 4.00 12 5x6= 5x6= 5 4 4x8 3 8 10 9 3x6 a d cc 2 10 5 q , � l 4 � rh A 11ky+ d 1 4 48 13 49 12 25 22 21 20 18 16 15 4x6 27 = 4x6= 5x8= 5x8= 5x6 WB= 3x8= 3x6= 48= 3x4 11 8x14= 4x4 II 1-2-8 0,11r04•a10 011 z-1az,&11a1-162 s121-a1010o ,L= 2s1-a1 aa8 2s74 10--s0 1s"a 37ss11a-0 $0 4s44s-s5 VA Plate Offsets(X,Y)- 17:0-2-8,0-2-01,[8:0-2-7,Edge],[14:0-8-4,Edge],[20:0-4-0,0-2-0],[23:0-5-8,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.40 16-18 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(fL) -0.85 16-18 >534 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.12 14 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight:323 lb FT=O% LUMBER- TOP CHORD 2x4 SP No.2'Except' 8)'This truss has been designed for a live load of T1:2x4 SP M 30 BOT CHORD 20.Opsf on the bottom chord in all areas where a BOT CHORD 2x4 SP M 30'Except' 1-35=2176/2521,1-26=-2804/3561, rectangle 3-6-0 tall by 2-0-0 wide will fit between the B1,B6:2x4 SP No.2,B5:2x4 SP No.3 26-36=-2804/3561,24-36=-2804/3561, bottom chord and any other members,with BCDL= WEBS 2x4 SP No.3*Except* 24-37=2804/3561,23-37=-2804/3561, 10.Opsf- W12:2x6 SP No.2 19-20=1853/2532,19-43=-1853/2532, 9)provide mechanical connection(by others)of truss BRACING- 17-44=-353/999,17-45=-353/999, OTHERS 2x4 SP No.3 18-43=1853/2532,18-44=353/999, to bearing plate capable of withstanding 100 lb uplift at TOP CHORD 4546=353/999,16-46=-353/999, joint(s)except(jt=1b)1=680,1 1=473,14=1467. Structural wood sheathing directly applied. 9-14=438/608,1448=589/386, 10)This truss has been designed for a moving BOT CHORD 13-48=589/386,1349=-589/386, concentrated load of 200.Olb live located at all-mid Rigid ceiling directly applied. Except: 1149=-589/386,11-50=-1751/981 panels and at all panel points along the Bottom Chord, 1 Row at midpt 23-26 WEBS nonconcurrent with any other live loads. 3-6-0 cc bracing:26-31 2-23=388/594,20-23=1576/2217, 11)This truss design requires that a minimum of 7/16" WEBS 4-18=1025/1056,5-18=456/636, structural wood sheathing be applied directly to the top 1 Row at midpt 7-16=-664/969,14-16=130/695, chord and'A"gypsum sheetrock be applied directly to 20-23,4-18,7-14,3-23,6-18,6-16 7-14=2600/2358,10-13=485/340, the bottom chord. MiTek recommends that Stabilizers and required 3-23=1 237/131 5;4-20=-286/270, cross bracing be installed during truss erection,in 10-14=-929/17201 6-18=-1374/1493, LOAD CASE(S) accordance with Stabilizer Installation guide. 6-16=986/882 Standard REACTIONS. (Ib/size) NOTES- 1 = 1579/0-8-0 (min.0-1-14) 1)Unbalanced roof live loads have been considered 11 = 270/14-0 (min.0-1-8) for this design. 14 = 2873/0-8-0 (min.0-3-6) 2)Wind:ASCE 7=10;Vult=170mph(3-second gust) Max Horz Vasd=132mph;HVHZ;TCDL=5.Opsf,BCDL=5.Opsf; 1 = -207(LC 9) h=25ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS Max Uplift (envelope)and C-C Exterior(2)zone;cantilever left 1 = -680(LC 8) and right exposed;porch right exposed;C-C for 11 = 473(LC 7) members and forces 8 MWFRS for reactions shown; 14 = -1467(LC 7) Lumber DOL=1.25 plate grip DOL=1.25 Max Grav 3)Provide adequate drainage to prevent water 1 = 1579(LC 1)_ ponding. 11 = 395(LC 14) 4)All plates are 2x4 MT20 unless otherwise indicated. 14 = 2873(LC 1) 5)Plate(s)at joint(s)1,3,4,6,8,19,15,9,11,2i 21, 20,23,18,5,7,16,14,14,10,13,12,26,25,24 and FORCES. (lb) 22 checked for a plus or minus 0 degree rotation Max.Comp./Max.Ten.-All forces 250(lb)or less except about its center, when shown. 6)Plate(s)at joint(s)17 checked for a plus or minus 5 TOP CHORD degree rotation about its center. 1-2=-3827/3148,2-3=3737/3293, 7)This truss has been designed for a 10.0 psf bottom 3-4=-2423/2209,4-5=-1892/1696, chord live load nonconcurrent with any other live 5-6=-1893/4912,6-7=-636l737, loads. 7-8=-1166/1375,8-9=-1167/1249, 9-10=1407/1421,10-11=874/1563 BOT CHORD 1-35=2176/2521,1-26=-2804/3561, ne g.weenmo�ryr.M.m.klmgrlemsarsalsrlwngunpxsuamnaaseusigwretbura7umommerxemm,mrwpa.,g.po,sane,+ovareoaoeu,00m+u.+gedgour�.�g(tool=dm.e�elmme<artrder sMeieene.u.m�no�.neum�earoemg.ary gANUELMARTINEZ,P.E. Qihld mnrrtrt platn+bsl beoudfor NelaDbbe eo0d.Isorrms Oesigorsgioen(.e-+petio0ytogmeahtbe sed 000glDO represeohaomeplomeatlhepmle+sieaaleogmenisgre+pm,bi6lyMkt dnigedke+iegteLmsdep,hd co Nx fODady,mdnrPll,The dewp unumptiea,lmdieg sae&dms, ' sv,mbibiyand use ol AM-yet myrohiis are nsinsoo,tityotihe Costs,IM1eO.seesoothoeindagniorkerulding0niPso,isthemonad the aGks,K161adbuldmpr,do uedril•1.TheopprorJdaelDDonderrfielduuollM1erruss,ududnpioodrag,+tamge,iosiolbiianondbraiiap,shoabethe #047182 relpasaBily althe Wilting Dssigeer andiorherloe.Al notes tncmu1hn100 eadtho prerDuiaodgntderonolthe goiWing Gmpoaenl Sofery ldmmolioa(!(SlJ poblishedhr lPl maSgG me eeferenredbr gertenl gaidram.rPFl dehnxlEerespoasdtil'iHen ma dufief ol,k Gmsgeslgeer,r,an Oesignfegioear ood 10019 Charlton[ir. ro ��sonmer,e�or:ovh,.vaor�eaHoron.aaegkaopooi..rmesnyovpoMrneneaVsOus,00s;gotogmeeriexnr site nadinjowgo,orreo+,srsessimp"tot myen4toCopneunaterse+moos adi em7n.1. iapyrigh1®1015A•I laoirmssa+•aaauelYorliee+,Pf.reprodmkoo aphis dommeol,in any lorm,npmhibited.ilb.rittm peemissimhom A•l goel rmsus-0mo,ele;Py Orlando,FL 32832 t Job Truss Truss Type Qty Ply �Stdpac/6812ELA r 61634 A05 Roof Special 2 1- A0528919 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:25:45 2015 Page 1 I D:FJ M?bXpxJB WbMogQI ll UfzJdIJ-6V I9Yw9ATiLoQkQ591H L5Nf46MAZQMHJb—PjOBz5Lt4 0.11-0 �1-4-0 S&8 10.10.0 1360 17-7-6 21-10.9 V-0-0 32-1-7 , 37-11-0 i 44-1 -4- 49.8 5:3 2-f1-0 4-1-a 432 57-7 57-7 S9.9 .2-5 -4- 0-11-0 5x6= Dead Load Deff.=7116 in 8 4x6-- 4x6 3x6 7 41c8 4.00 F12 5x8= 5x6= 6 T 10 4 W 10 11 11 3x6 12 3 T 5 I'lr4 2 �c5 CS — N� - 19 — 4f 4tus 1. 6 50 15 51 5� 28 25 24 23 21 20 18 17 06 4x = _ _ 6= 6x8— 3x8 MT20HS= 3x8= 3x6— 4x8= 3x4 11 5x6=3x8= 8x14= 4x4 11 1-2-8 Ot11e0 5-8-8 , 10-10-0 13.6-0 20-3A 32-5-8 37-11-0 3$-�0 441-5 , 51-40 , 0.1t 46-0 51-9 2-8-0 69-0 12-2-8 SS8 9A SSS T2-11 0-3-8 Plate Offsets(X,Y)— [4:0-5-4,0-2-8],[9:0-2-4,0-2-01,[10:0-2-7,Edge],[16:0-8-4,Edge],[22:0-3-12,0-1-81,[23:0-3-0,0-1-121,f26:0-5-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.40 18-20 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(fL) -0.85 18-20 >539 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(fL) 0.10 16 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight:333 lb FT=O% LUMBER- TOP CHORD 2x4 SP N0.2'Except` T1:2x4 SP M 30 TOP CHORD 7)This truss has been designed for a 10.0 psf bottom BOT CHORD 2x4 SP M 30'Except' 2-3=-3880/3180,3-4=-3737/3253, chord live load nonconcurrent with any other live B1,B5:2x4 SP No.2,B4:2x4 SP No.3 4-5=-2767/2451,5-6=-2980/2685, loads. WEBS 2x4 SP No.3'Except' 6-7=1882/1711,7-8=1890/1876, 8)'This truss has been designed for a live load of W13:2x6 SP No.2 8-9=-634/724,9-1 0=1 1 8311 396, 20.Opsf on the bottom chord in all areas where a OTHERS 2x4 SP No.3 10-1 1=-1 184/1270,11-12=-1426/1443, rectangle 3-6-0 tall by 2-0-0 wide will fit between the BRACING- 12-13=-869/1554 bottom chord and any other members,with BCDL= TOP CHORD BOT CHORD 10.Opsf. Structural woad sheathing directly applied. 2-37=1909/2313,2-27=-2837/3615, 9)Provide mechanical connection(by others)of truss BOT CHORD 27-3 8=-28 3 713 61 5,26-38=-2837/3615, to bearing plate capable of withstanding 100 lb uplift at Rigid ceiling directly applied. Except: 23-42=1885/2532,22-42=-1885/2532, joint(s)except at--lb)2=781,13=470,16=1472. 1 Row at midpt 26-27 21-22=-1885/2532,21-43=-1578/2245, 10)This truss has been designed for a moving 2-2-0 oc bracing:27-33 43-44=1578/2245,44-45=1578/2245, concentrated load of 200.01b live located at all mid WEBS 20-45=-1578/2245,20-46=350/1014, panels and at all panel points along the Bottom Chord, 1 Row at midpt 19-46=-350/1014,19-47=350/1014, nonconcurrent with any other live loads. 8-20,8-18,9-16 47-48=350/1014,18-48=350/1014, 11)This truss design requires that a minimum of 7/16" 11-16=-440/611,16-50=-609/395, structural wood sheathing be applied directly to the top crossrecommends that Stabilizers and required chord and%a gypsum sheetrock be applied directly to cross bracing be installed during truss erection,in 15-50=-609/395,15-51=-609/395, the bottom chord. accordance with Stabilizer Installation guide. 13-51=-609/395,13-52=-1743/976 WEBS REACTIONS. (lb/size) 3-26=259/441,4-23=-269/246, LOAD CASE(S) 2 = 1670/0-8-0 (min.0-2-0) 4-21=323/537,5-21=-1097/1060, Standard 13 = 263/1-4-0 (min.0-1-8) 7-20=339/471,8-20=1331/1486, 16 = 2882/0-8-0 (min.0-3-6) 8-18=1001/899,9-18=677/1013, Max Horz 16-1 8=-1 20/692,9-16=2611/2367, 2 = 195(LC 8) 12-15=-485/340,6-20=902/968, Max Uplift 6-21=851/950,23-26=1716/2324, 2 = -781(LC 6) 4-26=1056/1184,12-16=930/1721 13 = -470(LC 7) 16 = -1472(LC 7) NOTES- Max Grav 1)Unbalanced roof live loads have been considered for this design. 13 = 3 1(LC 14) 2)Wind:ASCE 7-10;Vult=170mph(3-second gust) 16 = 2882(LC 1) Vasd=132mph;-HVHZ;TCDL=5.Opsf;BCDL=5.Opsf; h=25ft;Cat II;Exp C;Encl.,GCpi=0.18;MWFRS FORCES. (lb) (envelope)and C-C Exterior(2)zone;cantilever left Max.Comp./Max.Ten.-All forces 250(lb)or less except and right exposed;porch right exposed;C-C for when shown. members and forces&MWFRS for reactions shown; TOP CHORD Lumber DOL=1.25 plate grip DOL=1.25 2-3=3880/3180,3-4=-3737/3253, 3)Provide adequate drainage to prevent water 4-5=-2767/2451,5-6=-2980/2685, ponding. 6-7=1882/1711,7-8=1890/1876, 4)All plates are MT20 plates unless otherwise 8-9=-634l724,9-1 0=1 183/1396, indicated. 10-1 1=-1 1 84/1270,11-12=-1426/1443, 5)All plates are 2x4 MT20 unless otherwise indicated. 12-13=-869/1554 6)Plates checked for a plus or minus 0 degree rotation about its center. wombg-Pteasatbaoopbby.evieame•Aa¢oDnlmsFsrsF11u1,BINfIu tI1N$6 mlgmoNsemDNFeI•slmR1 A(WDWIFDNxdll'fmm vmay aesipaparmmnet ad rend autos a lmt tmm DerigaDra.bgQDDlnmd tbefdaandYmtieer,Pt.tdeeme Shem Eetmemu.Ihbst otberrise limed onRe IOD,nary �hNleN emnaesmr plain shmlbe used for the IDOtabeeohd.AsoTmn Omige[agrten(e,SpedoNy Frvpaeu6tbeseolomoglDO.epreurds oemcepmmemflEepolndanoleegmeeiuyrnpaeul'dity lm tk duige efM s'mgk LmsdepitledrnlbeIDDaoy,uadn TP4l.IDe dnigo osmmptbn,loodmg rooutims, MANUFI MARiINEZ,P.E. ' suitobiliyond-oflbi,Lissfor.11.1dingisfhermpomih7dyolthe0aae.,the0.ner'nmhmireda��do,the BoildwgDnignm,inth—awfal are flGlWeUEelocdhmMoff ode oedTPH.The mpptmalsfAeTDD end ayfidd use olmeTrlist,indudnlladnng,donapiust tiunmadbro[mr,shanbethe #041182 reep w6b"l the lmiteg Dedgnerad(ounmim.cant-eomie the TOO ad the penhomed guidernnmihe Bulidinj[.p.m Solely lohtmofio.RlSQpobhhed by IN and SBUme refineamd hr geeerdgrideam.IN eefinuthe impainfifies mad dodos oftba Mass Dedgeerj-06p Fuji...mid 10019 Chorltgn(ir. Trost 11—leatwer,odess other.iso del'med by(anhoeopeed apam ie mD.jby ollpmt s imbed.no To.Dedga Inimer Is NOT the laWag De0jam a bass Syuen fegbra Ie.mey hoOAag.a0(10.1nedternt me as defined bTP(1. Copyrigh1®2015 A-1 InarTom-•Moa 1901 iaa,P1.Peprodmf a al this dounu al,is wry lost,is F.Mbiled with written permission(rene A4 Roof Tresses.Manuel Modiem,P.E. 011Ondif,F132832 Job Truss Truss Type QtY Ply Std Pac/6812 EL A + 61634 A06 Roof Special 2 1 A0528920 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@maltruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 17 15:25:46 2015 Page 1 0-11-0 I D:FJM?bXpxJB W b W8og Q I I I UfzJdl J-bhrXI GAoEOTf2u?HToaebBCzlXw9pVSpe8 HYdz5Lt3 r i 351-7 7-119 1-5-0 - - SsI4 i 432 9s ' A 12r�16 250 27 -0 12 4 all-o 5x10 MT20HS= Dead Load Defl.=5/8 in 3x6 7�, 9 4x6 4x6 4.00 12 _ 3x6 7 8 10 4x8 5x8- 5x6= 11 4 W 10 11 12 3x6 13 �T3 6 2 5 a 7 14�5 55 16 56 5S 29 26 25 24 23 21 19 18 31 _ 4x6= 4x6= 5x8= 3x8 MT20HS= 3x8=3x6- 4x8= 3x4 11 5x6= 8x14= 2.11-0 3x8= 4x4 11 1-z-a Os1 32-5 i 37-11-0 3 -0 4-s5 50 alpsg7 l 10 10-7-8 (T-M 1-ae Plate Offsets(X,Y)- [4:0-5-4,0-2-8],[10:0-2-4,0-2-01,[11:0-2-7,Edge],[17:0-8-4,Edge],[24:0-3-0,0-1-121,[27:0-5-8,0-3-41 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.43 21-23 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -1.02 21-23 >445 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(TL) 0.09 17 n/a n/a BCDL 10.0 Code FBC201 O/rP12007 (Matrix-S) Weight:327 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 8)'This truss has been designed for a live load of BOT CHORD 2x4 SP M 30'Except' BOT CHORD 8)*This psf truss the bottom chord in all areas where a 64:2x4 SP No.3,B5:2x4 SP No.2 2-40=2185/2709,2-30=-2795/3552, rectangle the tall m chord wide will fit between the WEBS 2x4 SP No.3'Except' 30-41=-2795/3552,28-41=-2795/3552, bottom chord and any other members,with between t= W13:2x6 SP No.2 28-42=2796/3553,27-42=-2796/3553, bottomf. OTHERS 2x4 SP No.3 25-46=-233/286,2446=-233/286, g)provide mechanical connection(by others)of truss BRACING- 24-47=1984/2596,23-47=1984/2596, to bearing plate capable of withstanding others) lb uplift at TOP CHORD 22-23=-1717/2362,22-48=-1717/2362, joint(s)except(cap capable of 1 hstand4=468,1g 100 l . Structural wood sheathing directly applied. 48-49=1717/2362,49-50=-1717/2362, BOT CHORD 21-50=1717/2362,21-51=-354/1017, 10)This truss has been for a moving n designed Rigid cei concentrated load of en ling directly applied. Except: 20-51=-354/1017,20-52=354/1017, b live located at all mid panels and at all panel paints along the Bottom Chord, 4-2-0 oc bracing:30-36 52-53=-354/1017,19-53=354/1017, panels an rent with any other live loads. WEBS 12-17=-440/610,17-55=-623/399, 11)This truss design requires that a minimum of 7/16" 1 Row-2 ,9-1 16-55=-623/399,16-56=1741197 structural wood sheathing be applied directly to the top 6-21,9-21,omm 10s t 14-56=623/399,14-57=1741/974 chord and'/:'gypsum sheetrock be applied directly to MiTek recommends that Stabilizers and required WEBS the bottom chord. cross bracing be installed during truss erection,in 3-27=139/296,4-24=-364/245, accordance with Stabilizer Installation guide. 4-23=5191831,5-23=1238/1194, 6-23=870/1021,6-21=946/1038, LOAD CASE(S) REACTIONS. (lb/size) 8-21=346/488,9-21=1 313/1478, Standard 2 = 1670/0-8-0 (min.0-2-0) 9-19=1017/912,10-19=-690/1023, 14 = 258/14-0 (min.0-1-8) 17-19=118/678,10-17=-2616/2376, 17 = 2887/0-8-0 (min.0-3-6) 13-16=-485/340,24-27=1791/2363, Max Horz 4-27=819/943,13-17=930/1721 2 = 194(LC 8) Max Uplift NOTES- 2 = -781(LC 6) 1)Unbalanced roof live loads have been considered 14 = 468(LC 7) for this design. 17 = -1476(LC 7) 2)Wind:ASCE 7-10;Vult=170mph-(3-second gust) Max Grav Vasd=132mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf; 2 = 167((LC 1) h=25ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS 14 = 388 LC 14) (envelope)and C-C Exterior(2)zone;cantilever left 17 = 2887(LC 1) and right exposed;porch right exposed;C-C for members and forces&MWFRS for reactions shown; FORCES. (Ib) Lumber DOL=1.25 plate grip DOL=1.25 Max.Comp./Max.Ten.-All forces 250(lb)or less except 3)Provide adequate drainage to prevent water when shown. ponding. TOP CHORD 4)All plates are MT20 plates unless otherwise 2-3=-3806/3124,34=-3603/3106, indicated. 4-5=-301912615,5-6=-3279/2888, 5)All plates are 2x4 MT20 unless otherwise indicated. 6-7=1897/1683,7-8=-1808/1698, 6)Plates checked for a plus or minus 0 degree 8-9=-1886/1865,9-10=619/711, rotation about its center. 10-11=1195/1409,11-12=-1196/1283, 7)This truss has been designed for a 10.0 psf bottom 12-13=1439/1457,13-14=-867/1552 chord live load nonconcurrent with any other live BOT CHORD loads. 240=2185/2709,2-30=2795l3552, Nmoing-PlemelArroog0lyrevin l0r'LI ADOi IAi6SESISOE[A'1,fAlEgtlT[ANS[(DyDI➢DAT(bTDMEAt'gUfO7AQNDY,'IED61YENt'Imm yuily desigvpnrmeelerr ardreoa oonron iDir(msr Detigo DrcrkpQDD)und rEe tivooel Nuniee4t7.EetereereIDeel Eehro use.Iloksf ov5erriutrNea on Re TOD,nNy MANUE(MARTINEZ,P.E. s rtevDsp ' #047182' gr Tmse�.mn,Mrrr,nnln,e�eru�aerh<dbrn(reo-Mn®e<dep>oir�a�geynupmnerk.nma.N urr,Design Ingm.k NOT 16I.Mmg Unig.a<W.syaeaEngk-Way Mang rg(rpneroeakmea,rnr derera bma. 10019(horlton(ir. 6pguiabl®7015A.1 WTrusses-MonueiWdio ,PL Aeprodnslian of skis dosumeol,inany losm,is proAi6iled rilA aitlen permissionfrom A-1 Roof Trusses-Mom,el Martke;P.E. Orlando,F132832 + Job Truss Truss Type City Ply Std Pac/6812 EL A 61634- A07 Roof Special 1 1 - A0528921 Jab Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 17 15:25:47 2015 Page 1 ID:FJM?bXpxJBWbWBogQ I I IUfzJd IJ-3u PvzcBQ?Kb Wg2aU GAKpAokOB9tbuGvc2lug43z5Lt2 0-11-0 315-13 -t1-0-0 4S7 61N 9.6a t 14-65 164 22-4-7 i24-7-q27-0-Oi23S0i 37-11-0 i 44.1-5 i 51-4-0 1l 1 *7 2:1 M SO.5 -& 63.14 2-2-9 2-5-0 2-50 -0.19 6S3 -2-5 7-2-11 -4- 0-11-0 Dead Load Deft.=1/2 in 3x8 MT20HS= 3x6=3x6-4x6 7 8 9 10 11 6x12 4.00 12 3x6' 5 6 12 5x6= 5x6= T W - 11 12 13 3x6 Zz o 4 M 0 0 14 h 3 6 m n12 T 6 1so 132 'c5 16 d 8 49 17 50 56 30 27 2625 23 22 20 19 4x6= 4x6-_ 4x12= 3x8 MT20HS= 3x6- 4x8= 3x4= 6x8= 3x6-_ 3x8- 7x14 MT20HS= 2-513 4x4 11 1-2-8 Oe11rP tb-S7t610-01 9.60 16.0.9 22-4-7 i24-7-0i 2350 -31-St$ 37-11-04415 51.4.0 W 1- 1 Ali110 6 6-9 1114 2-2-9 410 0 0.13 6 53 0 0 SSS 7-2-11 0.38 135 Plate Offsets(X,Y)-- [10:0-3-0,0-2-81,[11:0-2-8,0-1-121,[12:0-3-8,Edgel,[18:0-8-0,0-3-01 [19:Edge,0-1-81,[25:0-5-12,0-2-01,[28:0-2-8,0-2-41 LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.32 23 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.79 23-25 >577 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.10 18 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-S) Weight:321 lb FT=O% LUMBER- - TOP CHORD 2x4 SP M 30'Except- 6)Plate(s)atjoint(s)1,4,5,8,10,12,2,19,15,3,26, T2,T4,T5:2x4 SP No.2 TOP CHORD 25,11,20,18,18,14,17,16,28,21,29,27,7,22,9, BOT CHORD 2x4 SP M 30-Except' 2-3=-3796/3096,3-4=-3619/3075, 6 and 23 checked for a plus or minus 0 degree 131,65:2x4 SP No.2,134:2x4 SP No.3 4-5=-2617/2225,5-6=-2663/2236, rotation about its center. WEBS 2x4 SP No.3'Except' 6-7=-1721/1529,7-8=1603/1610, 7)Plate(s)-atjoint(s)24 checked for a plus or minus 5 W14:2x6 SP No.2 8-9=-1548/1598,9-10=539/662, degree rotation about its center. OTHERS 2x4 SP No.3 10-1 1=-601/688,11-12=-1295/1524, 8)This truss has been designed for a 10.0 psf bottom BRACING- 12-13=-129511384,13-14=-1586/1589, chord live load nonconcurrent with any other live TOP CHORD 14-15 895/1600 loads. Structural wood sheathing directly applied. BOT CHORD 9)'This truss has been designed for a live load of BOT CHORD 2-39=1900/2392,2-29=-2756/3531,. 20.Opsf on the bottom chord in all areas where a Rigid ceiling directly applied. Except: 2940=-2756/3531,2840=-2756/3531, rectangle 3-6-0 tall by 2-0-0 wide will fit between the 2-2-0 oc bracing:29-35 2544=-2516/3221,2444=-2516/3221, bottom chord and any other members,with BCDL= WEBS 23-24=-2516/3221,2345=-1745/2471, 10.Opsf. 1 Row at midpt 2245=-1745/2471,21-22=-332/1003, 10)Provide mechanical connection(by others)of truss 9-22,9-20,6-22 2146=-332/1003,4647=332/1003, to bearing plate capable of withstanding 100 lb uplift at 2 Rows at 1/3 pts 11-18 2047=-332/1003,2 0-4 8=1 1 0125 5, joint(s)except(jt=1b)2=784,15=442,18=1539. MTek recommends that Stabilizers and re uired 19-48=110/255,13-18=-482/676, q 18 49=-748/469,17 49=-748/469, 11)This truss has been designed for a moving cross bracing be installed during truss erection,in concentrated load of 200.01b live located at all mid accordance with Stabilizer Installation uide. 17-50=-748/469,15-50=-748/469, panels and at all panel points along the Bottom Chord, 15-51=1634/915 nonconcurrent with any other live loads. REACTIONS. (lb/size) WEBS 12)This truss design requires that a minimum of 7/16" 2 = 1654/0-8-0 (min.0-1-15) 11-20=-711/1009,18-20=139/643, 11-18=-2718/2431,14-17=-485/340, structural wood sheathing be applied directly to the top 15 = 9 5/1-4-0 (min,0 25-28=-1911/2586,4-28=1023/1133, c chord and gypsum sheetrock be applied directly to 18 = 2945/0-8-0 (min.0-3-8-3-8) the bottom chord. Max Horz 14-18=-934/1726,9-22=-1038/1138, 2 = 177(LC 8) 9-20=1031/924,6-23=294/570, Max Uplift 6-22=1195/1188,5-23=-834/863, LOAD CASE(S) 2 = -784(LC 6) 5-25=967/917 Standard 15 = -442(LC 7) 18 = -1539(LC 7) NOTES- Max Grav 1)Unbalanced roof live loads have been considered 2 = 1654(LC 1) for this design. 15 = 352(LC 14) 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)- 18 = 2945(LC 1) Vasd=132mph;HVHZ;TCDL=5.Opsf;BCDL=5.0psf; h=25ft;Cat II;Exp C;Encl.,GCpi=0.18;MWFRS FORCES. (lb) (envelope)and C-C Exterior(2)zone;cantilever left Max.Comp./Max.Ten.-All forces 250(lb)or less except and right exposed;porch right exposed;C-C for when shown. members and forces&MWFRS for reactions shown; TOP CHORD Lumber DOL=1.25 plate grip DOL=1.25 2-3=-3796/3096,3-4=3619/3075, 3)Provide adequate drainage to prevent water 4-5=-2617/2225,5-6=-2663/2236, ponding. 6-7=-1721/1529,7-8=-1603/1610, 4)All plates are MT20 plates unless otherwise 8-9=1548/1598,9-10=539/662, indicated. 10-1 1=-601/688,11-12=-1295/1524, 5)All plates are 2x4 MT20 unless otherwise indicated. 12-13=-1295/1384,13-14=-1586/1589, Bomm9-11'merhvesdy"'ie.lbe-e-1 ROOF 1tD1%Sr%111j 0111L TIN A(OMDInOIS CJSIOM12(-Btlf"A(KNONUD69"rImm.Verify design pmmwersoedrmdoossoatli,I.,Detige N011M.4 the M.1damfieee,H.Idnena lhrel him,12.(1k1e eys rise sMedafit MO,mly gANUEI MARTINET,P.E. QIble6 mmeshr pldn shell be.sed for the TOO to mbd.As.T-Design T.gmn,(e,SN60y ingin eih the sed oe..yTDD«,,.,es m a npmose dMe pminsimde,gi-slow rnpmaUty 1.fkdnip d11,s®yhT-s deod d.eoe TDD e.y,smdn MI.The dmip mns.pg.n,Imdmgee.dAms, I s0obiliynd.soolthisN.Is,myMAIislberesputiordy.11mOwnor,IM1eO.ne's.mhoriredogmfallMerld'mRDesipm,inthemoteddtheXtheIK6elmdW69.6,sedTn.).TheopprmddtheTDDandenyfiddwealsheimss,imlo6:nphmd6mysbmye,ind.Dap.nodb,Wthollbethe #047182 respossibd'ity etbaUMmg Oesignmead(emmm.AOmtessd.otisil.Medlin pmrpros.rd gsdMRnesdtle BuiNiogComponem Salary lakrm.tie.(I(SI(p.61is6ed hp IPI mtd SIUmeeel udlorgrnmlgaidome.TP4I de6ansthe mspoes3itdiesand dudes of th.boss Wdg.m,rmn Design E+gineer end rmtlMe.d.enroll,ndnaather.leaM-3 by.emo-enepnedos epi..,"byeapmdntamlred.Th1l g.Desilogi.terisROItheredgOesii;wimu an Srdenhoet,InmyW14AD(.isahoed tent meosdefinedATH1, 10019(horltonCir. 6pyeight07013 A-1 Roof Irons-11 m11A stinee,H.Reps.dma..d this dosemed,i.mylm.,is pmbibiled.il6 snidmpnminim Gam A-11101 Tmsaes-11m1Mmimr,P.E. Orlando,Fl.32832 t Job Truss Truss Type Qty Ply Std Pac/6812 EL A 61634 A07A Roof Special 1 1 A0528922 Job Reference(optional) Al ROOF TRUSSES,FORTVIERCE,FL 34946,design(daltruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:25:48 2015 Page 1 ID:FJM?bXpxJBWbW8ogQ111UfzJdlJ-X4zHAyC3mdkNHC9gqur2jOHY5ZDldj5lHydOd Wz5Lt1 0-11-0 1�-40 �7 610-0 2 14-rr5 16-0 22-4-7 i24-7-q27-O-Oi29.5.031-s1a 37-11-0 i 44-1-5 5, ;a 52-8-0 1-4-6�357 &4A 2.6-0 5-0.5 1i 6-3-14 2-2-9 2-5A 2-SA 2�-0.1�7 bS3 (i2-5 7-2-11 0-11-0 3x8 MT20HS= Dead Load Dell.=1/2 in 2x4 11 3x6=3x6-4x6 7 8 9 10 11 6xl2 zzz 4.00 12 3x6 5 5x6= 5x6- 6 T W 11 12 12 13 3x6 c 2x3 IITP q 0 0 64 2x4 11 2 T 6 15 . d 7 47 16_ 48 48 29 26 2524 22 21 19 18 2x4 11 4x6 4x6= 2x4 11 3x8 MT20HS= 3x6- 4x8= 3x4= 2x4 11 4x12= 3x6= 3x8- 7x14 MT20HS= 14g 111g 6x8= 4x4 11 011ep ,4 s7 slo o s�o 1s-0 s 2za 7 z4a g 2s so a1-s1 17-1,-0 3@ a o 441-s s14 0 11 -11-1 z-4-s z-e•o ets - 1114 z-2-s 4-10.0 -0-1 6s3 as•o sss 7-z-11 0.3.8 1-3-5 Plate Offsets MY)- [10:0-3-0,0-2-8],[11:0-2-12,0-2-0],[12:0-3-8,Edge],117:0-8-0,0-3-01,[18:Edge,0-1-81,[27:0-2-8,0-241 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.33 22 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.79 22-24 >576 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(rL) 0.10 17 n/a n/a BCDL 10.0 Code FBC201O/TP12007 (Matrix-S) Weight:317 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2'Except'T1,T3:2x4 SP M 30 TOP CHORD 6)Plate(s)at joint(s)23 checked for a plus or minus 5 degree rotation about its center, BOT CHORD 2x4 SP M 30*Except* 2-3=-3812/3193,3-4=-3635/3166, 7)This truss has B1,B5:2x4 SP No.2,B s been designed fora 10.0 psf bottom 4:2x4 SP No.3 4-5=-2629/2281,5-6=-2681/2333, chord live loads been with any other live WEBS 2x4 SP No.3"Except" 6-7=-1739/1630,7-8=1621/1706, ads. W14:2x6 SP No.2 8-9=1565/1693,9-10=5621797, loads. 'This truss has been designed for a live load of OTHERS 2x4 SP No.3 10-1 1=-624/824,11-12=-988/1475, 8)*This psf truss the bottom chord in all areas where a BRACING- 12-13=8671 335,13-14=1304/1538, rectangle 3-6-0 tall by 2-0-0 wide will fit between the TOP CHORD BOO C 86RD bottom chord and any other members,with BCDL= Structural wood sheathing directly applied. BOT CHORD BOT CHORD 2-37=2008/2401,2-28=2911/3546, 10.Opsf.9)Provide mechanical connection(by others)of truss Rigid ceiling directly applied. Except: 28-38=-2911/3546,27-38=2911/3546, to bearing plate capable of withstanding 100 lb uplift at 2-2-0 cc bracing:28-33 24-42=2656/3238,23-42=-2656/3238, joint(s)except(cap capable of 1 withstanding 5=115,1g 100 l . WEBS 22-23=2656/3238,22-43=1888/2488, of This truss has been designed for a moving 1 Row at midpt 21-43=-1888/2488,20-21=-482/1021, concentrated load of been designed live located at all mid 9-21, sat /3 p 19 44=-482/1021,44-45=482/687, panels and at all panel points along the Bottom Chord, 2 Rows at 1/3 pts 11-17 19-45=-482/1021,13-17=-481/687, nonconcurrent with any other live loads. MiTek recommends that Stabilizers and required 17-47=-698f704,16-47=-698/704, q 16-48=-698f704,15-48=-698f704, 11)This truss design requires that a minimum of 7116' cross bracing be installed during truss erection,in structural wood sheathing be applied directly to the top accordance with Stabilizer Installation guide. WE S 787/990 chord and'Y."gypsum sheetrock be applied directly to REACTIONS. (lb/size) 11-19=-637/996,17-19=225/659, the bottom chord. 2 = 1660/0-8-0 (min.0-1-15) 11-17=2685/2226,14-16=0/342, 24-27=-2023/2598,4-27=1067/1136, 15 = 137/1-4-0 (min.0-1-8) LOAD CASE(S) 17 = 2925/0-8-0 (min.0-3-7) 14-17=940/934,9-21=1 021/1135, Standard Max Horz 9-19=1019/854,6-22=289/570, 2 = 189(LC 8) 6-21=1196/1185,5-22=-833/853, Max Uplift 5-24=975/961 2 = -804(LC 6) NOTES- 15 = -115(LC 9) 17 = -1202(LC 7) 1)Unbalanced roof live loads have been considered Max Grav for this design. 2 = 1660(LC 1) 2)Wind:ASCE 7-10;Vult=l7omph(3-second gust) 15 = 276(LC 44) Vasd=132mph;HVHZ;TCDL=5.Opsf,BCDL=5:Opsf; 17 = 2925(LC 1) h=25ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left FORCES. (lb) and right exposed;C-C for members and forces& Max.Comp./Max.Ten.-All forces 250(lb)or less except MWFRS for reactions shown;Lumber DOL=1.25 plate when shown. grip DOL=1.25 TOP CHORD 3)Provide adequate drainage to prevent water 2-3=3812/3193,34=3635/3166, ponding. 4-5=-2629/2281,5-6=-2681/2333, 4)All plates are MT20 plates-unless otherwise 6-7=-1739/1630,7-8=-1621/1706, indicated. 8-9=-1565/1693,9-10=562/797, 5)Plate(s)atjoint(s)1,4,5,8,10,12,2,18,15,3,25, 10-11=-624/824,11-12=988H475, 24,11,19,17,17,14,16,27,20,28,26,7,21,9,6 12-13=-989/1335,13-14=1304/1538, and 22 checked for a plus or minus 0 degree rotation about its center. Wenhg.nerve mmoaghryrencu me ATgDainmststs0llr7 mrtgAtarYSX(DXDmoXs(DsiDweryur[e7AmDXlmtaYtxrmrm puaydeug.pnromnenwdrmdom,eonri,vmrDa gngm.eg(I�meroe Yrcuelmrieer,Pl.relueneAeel hebreo e.mb ole riu seed ontleTUD,all MANUEL MARTINET,P.E. �IDreh rawertar pYln steal k and la the IDD totx eogd./soLw Deeyo Ggmem(e,Speudty EoghemL the set ao mylDD represeds an ...llhe psofnsinml eeg'i-icgrtspoos3iLlp Ise oedesge olX:esbgle T-depirrdnn the IDDonly,ender TPI.1.The ae>;g,t nssumption:,loa6ng eortdilhn, ' sesbi0lyeedoeohhislrese Is,ouybddinpisdnnspomihTdyddeDsrnu,If.Dnetwhorindogedoshobild'mg Designer,inihe settees dthel&the IfLtheloedhuldopsodeaedrPhh Th.opproToleftheTDDandenyfidd use ofineTruss,hoMmj hooding,stomp,iutoPaiion and looft shelf hethe #047182 ' respoesibdiry of Me luilding DasigauandCmmedor.AB nonssuoN ieshe100 and the prorXus ardg<idegoesdMe gagdmgComponemTofery loiarmorioo(8(SlTpolGtXed hp lPlom'SE(Aare eefereved lm 0rcesel Daidenn•TP4l defmntM1eresponsbYmn out deter olrb:Lussgesigoer,LussDesigorogineer and ]0019(horlton Cir. irmsYeedaMrepuoless e0erudu defircd h a(mhmtogrcd epoch vrhhphy aapmXes inelrtd 16e Lms fNslga lvghen isXDI me Dvhtiag Deugnr or Iron lyam hghercbr cry YJAap.ADCapitoDred temsme os detned h TPII. Copyright®iDIS A I IaoTTnsus•YmuelYerlhu,Pf.repro&uXw d this dorrtmeot,in ooy lose,is prohihited>rilh aitten pxmissin(ram A l Dool innes•Nenuel Ymthes,P.E Orlando,fL 32832 Job Truss Truss Type Qty Ply. Std Pac/6812 EL A 61634 A08 Roof Special 1 1 A0528923 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:25:49 2015 Page 1 ID:FJM?bXpxJBWbWBogQlllUfzJdIJ-?GXgNIChXxsEvMksObMHFDpikzb3MBXu WcNx9yz5LtO 0-11-0 1 410-0 7.6.0 12-2•0 17-e-10 zza-o z7-o-o 31-sa 3e-e-o 1 3-11-0 2.8-0 48.6 5-fr4 410-6 45-0 45-0 7-3-0 0-11-0 5x6= _ 3x4= 5x6- Dead Load Defl.=1/2 in 7 8 9 3x4% 5x6 6 10 4.00 12 5x10 MT20HS= 3x4 5x8= 5 10 0 3 10 1 �_ d 1.5x4 II V12 1 2��� 5� I 22 .19 18 17 14 12 11 _ 1.5x4 I I 3x8 MT20HS= 3x8=3x6- 3x8= 4x6 11 3x8 3x4= 1.5x4 11 5x8=4x10= 1.5x4 II 1-2.8 %7-0 31-&0 -0 7 . 3O110 430-0 M 56 13 B-10-0 7 -0 0-3-8 Plate Offsets(X,Y)- [3:0-7-0,0-2-81,[4:0-5-4,0-2-121,19:0-3-4,0-2-81,[10:Edge,0-2-01,111:Edge,0-3-81,[17:0-4-12,0-2-01,[20:0-5-8,0-3-81 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 1.00 Vert(LL) 0.38 15-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(fL) -0.74 15-17 >623 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.14 11 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight:244 lb FT=O% LUMBER- TOP CHORD 2x4 SP M 30'Except' 10)Provide mechanical connection(by others)of truss T2,T4:2x4 SP No.2 BOT CHORD to bearing plate capable of withstanding 100 lb uplift at BOT CHORD 2x4 SP M 30 2-27=2670/2810,2-21=-3780/4140, joint(s)except(jt=lb)2=890,11=720. WEBS 2x4 SP No.3*Except* 21-28=-3780/4140,20-28=-3780/4140, 11)This truss has been designed for a moving W2,W12,W4:2x4 SP No.2 17-32=-3154/3502,16-32=3154/3502, concentrated load of 200.01b live located at all mid OTHERS 2x4 SP No.3 15-16=-3154/3502,15-33=-2460/2792, panels and at all panel points along the Bottom Chord, BRACING- 33-34=-2460/2792,14-34=-2460/2792, nonconcurrent with any other live loads. TOP CHORD 13-14=-1555/1843,13-35=-1555/1843, 12)This truss design requires that a minimum of 7/16" Structural wood sheathing directly applied, except end 35-36=-1555/1843,36-37=-1555/1843, structural wood sheathing be applied directly to the top verticals. 12-37=-1555/1843 chord and%gypsum sheetrock be applied directly to BOT CHORD WEBS the bottom chord. Rigid ceiling directly applied. Except: 3-20=980/1269,4-17=1717/1617, 3-8-0 oc bracing:21-26 5-17=5637778,5-1 5=-70 677 8 3, WEBS 6-15=562l748,6-14=-1015/1024, LOAD CASE(S) 1 Row at midpt 7-14=274/429,8-14=-497/631, Standard 6-14,8-12,10-12 8-12=993/856,10-12=1337/1641, MiTek recommends that Stabilizers and required 17-20=-3532/4048,4-20=331/297 cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. NOTES- 1)Unbalanced roof live loads-have been considered REACTIONS. (Ib/size) for this design. 2 = 1855/0-8-0 (min.0-2-3) 2)Wind:ASCE 7-10;Vult=170mph(3-second gust) 11 = 1719/Mechanical Vasd=132mph;HVHZ;TCDL=5.Opsf,-BCDL=5.Opsf; Max Horz h=25ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS 2 = 343(LC 6) (envelope)and C-C Exterior(2)zone;cantilever left Max Uplift and right exposed;C-C for members and forces& 2 = -890(LC 6) MWFRS for reactions shown;Lumber DOL=1.25 plate 11 = -720(LC 6) grip DOL=1.25 Max Grav 3)Provide adequate drainage to prevent water 2 = 1855(LC 1) ponding. 11 = 1719(LC 1) 4)All plates are MT20 plates unless otherwise indicated. FORCES. (lb) 5)Plate(s)at joint(s)1,3,4,7,9,2,18,17,5,15,6, Max.Comp./Max.Ten.-All forces 250(lb)or less except 14,8,11,12,10,21,19,20 and 13 checked for a plus when shown. or minus 0 degree rotation about its center. TOP CHORD 6)Plate(s)atjoint(s)16 checked for a plus or minus 5 2-3=-4439/3673,3-4=-4145/3510, degree rotation about its center. 4-5=-4360/3579,5-6=-3281/2792, 7)This truss has been designed for a 10.0 psf bottom 6-7=-2310/2071,7-8=-2143/2035, chord live load nonconcurrent with any other live 8-9=-1381/1366,9-10=-1533/1328, loads. 10-11=-165211495 8)'This truss has been designed for a live load of BOT CHORD 20.Opsf on the bottom chord in all areas where a 2-27=2670/2810,2-21=-3780/4140, rectangle 3-6-0 tall by 2-0-0 wide will fit between the 21-28=-3780/4140,20-28=3780/4140, bottom chord and any other members,with BCDL= 17-32=3154/3502,16-32=-3154/3502, 10.Opsf. 15-16=-3154/3502,15-33=-2460/2792, 9)Refer to girder(s)for truss to truss connections. aommp Plnmenorongngp rerierroe-u ROOF 119smrmmlCMI&I HUSA XmnosenmXFXreurFelmwoxlTXCItsFXr-Iom yvaydesgnp�r o,Uererodreodnok,00ad,sre„oedgoor�.kglmo)memenoon<sunmeecPErM�enresnenemRou.ade:,o,eer�s<umedorroeroo,nnp MANBEL MARTINEI,P.E. �151r1 eo...rtm I10-h.1 le med b,XR TOO b ld,nld.1,n un„Xesigo mgmem(.e,spedmry Fnginen),the uoloo eg1DD reprcuNsa.onepi-I the protmsieml eegioeei¢grnpan3iGry Im Reh,yc enkes®gk Time depirkd eot6e TOO enF,under MI.Tho deep,ms=p,mm,l=&9 m.M.,, ' soitobilityandusoitlisTmssleramyroddingisther.spomililiryoftle0rear,IhsOme,'s.olhorkedngealo,MeBoitd'mgUnignn,inch.,ontmddthrlr4thellC.tlelmoltuddmgmdeoediP4l.iheapp,mnlellhrIDDondonyfieldutegllMTtos,,indedil➢lpod6ig,sro,cgn,imtopofiano�6mimg,,hnnDelle #041182 respo.slbdM ofMed:iJdag DeilgnmandCoetredo,.AX MbssetoN is the ND end th.prorXm and gsidelnesolMegniWing[omp.neot dnleryllhrmoXnn{l(SlJpolXthed hylPl onddBG me rehmnmdhr peeenlgnidn,ue.IP4l define,Ihetmpnm3gilin and dmiet ottl:Imss Wdgnm,Tmss pesign hginem nod 10019(horltm Cir. Lou Yoeubmner,ndessmhnrly defined lr o(entrmtngrrtd opoo i.rrX;aghy ellpmfin Nxnhed.The Los Oetig.Fogmee LXXT the r�wng Xmigmr mLus,syu.m Fogkre,to my bcildi>¢1X Gpt.Xr<d tmn,me m defieed to iPld. Copyright©1g15 A I Ieof Lasses•400uel Nmtme.,PF.Xepromntiao of tlis doa®eat,is my loim,is prolilited rill nittm pmmisim Lnm A l pool imues•Nnouel Nen:oe;P.E OilXndo,Fl.32832 r Job Truss Truss Type QtY PlY Std Pac/6812 EL A 61634 A08A Roof Special 1 1 A0528924 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 17 15:25:50 2015 Page 1 ID:FJM?bXpxJBMW8ogQlllUfzJdIJ-TT52beDJHF SXWJ2xJtWoRMvPNwP5ex2kG6UhOz5Lt? 0-11-0 T14-0 i 4-1 , 7-7-0 12-3-2 17-a•15 i 22-&0 , 27-0.0 , 31-0-0 17-1-0 38-7r4 '1-4d ' 4-0-0 ' 2-8.0 ' 4.8-2 b5-13 4-11-1 4-0-0 4-4-0 6-A 8-4 0.11-0 5x6 5x6= 3x4= 6x8= Dead Load-Deft.=1!2 in 7 8 9 6x8= 3x4 7::� 5x10 6 10 4.00 12 5x10 MT20HS= 3x4 5x8= 5 10 3 10 1 12 �E cY 1 2 5 d y 24 22- 19 18 17 3x4= 14 12 11 3x8= 1.5x4 II 4x6= 3x8= 3x8= 3x4= 1.5x4 11 5x8=3x12= 3x6= 1.5x4 II 1.2-8 (1r11,0 411-0 7-7-0 , 15.6.11 22-8-0 31-4-0 37-"-o 38-7r4 11 3-&8 2-B•0 7-11-11 7-1.6 8.8.0 6-7-. 8-4 0-3-8 Plate Offsets(X,Y)- [3:0-7-0,0-2-81,[4:0-5-4,0-2-121,[10:0-3-14,0-2-81,[11:Edge,0-1-81,[17:0-5-12,0-1-81,[20:0-5-8,0-3-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.37 15-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.73 15-17 >630 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES ' WB 0.90 Horz(TL) 0.12 25 n/a n/a BCDL 10.0 Code FBC201 OffP[2007 (Matrix-S) Weight:257 lb FT=O% LUMBER- TOP CHORD 2x4 SP No.2*Except' 9)Bearing atjoint(s)25 considers parallel to grain T1,T3:2x4 SP M BOT CHORD value using ANSI/TPI 1 angle to grain formula. 84:2x4 SP No.3 21-30 BOT CHORD 2x4 SP M 30*Except' 2 -30 2=379/2771,2-21=-3930/4107,930/4107,20-30=3930/4107, Building designer should verify capacity of bearing surface. WEBS 2x4 SP No.3*Except* 17-34=3245/3455,16-34=3245/3455, surface. Provide mechanical connection(by others)of truss W2,W4:2x4 SP No.2,W12:2x8 SP No.2 15-16=3245/3455,15-35=2570/2749, to bearing plate capable of withstanding the lb uplift at OTHERS 2x4 SP No.3 35-36=2570/2749,14-36=-2570/2749, joint(s)except at--lb)capable of 25=714. BRACING- 13-14=-1656/1788,13-37=1656/1788, TOP CHORD 37-38=1656/1788,38-39=1656/1788, 11)This truss has been designed fora moving Structural wood sheathing directly applied, except end 12-39=1656/1788 concentrated load of 200.01b live located at all mid verticals. Except: WEBS panels and at all panel points along the Bottom Chord, 6-0-0 oc bracing:10-25 3-20=973/1250,17-20=3604/4003, nonconcurrent with any other live loads. 10-0-0 oc bracing:11-25 4-17=1710/1625,5-17=-6231780, 12)This truss design requires that a minimum of 7/16' BOT CHORD 5-15=706/803,6-15=-5831750, structural wood sheathing be applied directly to the top Rigid ceiling directly applied. Except: 6-14=1021/1047,7-14=-290/413, chord and gypsum sheetrock be applied directly to 3-7-0 oc bracing:21-28 8-14=521/645,8-12=-1003/882, the bottom chord. WEBS 10-12=-1317/1564,4-20=426/307 size Graphical in representation does not depict the e or the orientation of the puriin along the top and/or 1 Row at midpt siz 6-14,8-12,10-12 NOTES- bottom chord. MiTek recommends that Stabilizers and required 1)Unbalanced roof live loads have been Considered cross bracing be installed during truss erection,in for this design. LOAD CASE(S) accordance with Stabilizer Installation guide. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust) Standard Vasd=132mph;HVHZ;TCDL=5.Opst BCDL=5,Opsf; REACTIONS. (Ib/size) h=25ft;Cat II;Exp C;Encl.,GCpi=0.18;MWFRS 2 = 1841/0-8-0 (min.0-2-3) (envelope)and C-C Exterior(2)zone;cantilever left 25 = 1692/0-7-4 (min.0-1-8) and right exposed;end vertical right exposed;C-C for Max Horz members and forces&MWFRS for reactions shown; 2 = 324(LC 7) Lumber DOL=1.25 plate grip DOL=1.25 Max Uplift 3)Provide adequate drainage to prevent water ponding. 25 = -7114(LC 7) 4)All plates are MT20 plates unless otherwise Max Grav indicated. 2 = 1841(LC 1) 5)Plate(s)at joint(s)1,3,4,7,9,2,11,10,18,17,20, 25 = 1692(LC 1) 5,15,6;14,8,12,21,19,24,24 and 13 checked for a plus or minus 0-degree rotation about its center. FORCES. (lb) 6)Plate(s)atjoint(s)16 checked fora plus or minus 4 Max.Comp./Max.Ten.-All forces 250(lb)or less except degree rotation about its center. when shown. 7)This truss has been designed for a 10.0 psf bottom TOP CHORD chord live load nonconcurrent with any other live 2-3=-4404/3669,3-4=-4112/3514, loads. 4-5=4309/3707,5-6=-3234/2862, 8)'This truss has been designed for a live load of 6-7=-2256/2115,7-8=-2091/2078, 20.Opsf on the bottom chord in all areas where a ' 8-9=-1327/1428,9-10=1478/1404, rectangle 3-6-0 tall by 2-0-0 wide will fit between the 11-24=0/255,10-24=-389/589, bottom chord and any other members,with BCDL= 10-25=-1248/1226 10.0psf. BOT CHORD 2-29=2779/2771,2-21=-3930/41 07, 6emivg-Pf<me1gmwghl/,eri.1be-1.1 RooFImorwill'Grout Laud g(ngglnngr(uslamilremnA(OingA) MIr Irma Yaagdetignpmamaas oed rmdncnton tAiflrost geripoUra�mg�lDD)m116e Ycooe111v,6nLp1•relaeen NeelEehreufe.Rrhrs e8ttrikvmdooMelpg,vng/ MANUEL MARIINEI,P.E.#04 ltireg romeAes plvinsbvR be nd for Ne I90 bbe vvgd.As oLw gesigo[egoen(,e,SpeuviryMgmenl,tbe seolooeglaD,eprnads..vmrylame vrMe prolesdevvinpmeaivgenpvmitigry la Ite design orMe s'vrykLnsdepitled eolbe Ioomlg,wderTPFI,The deugn vssmvptivee,lavfmgvveditivn, ' scitvUliry vvd mnol lbisLpssrar pnr ruddng is>he nsppnsiE,liry cttgeoena,the Oava's vmho,iead ogenl vl lM1n Baldicg Onignm,iv the medegd Me llGlbe llUbalad buddagrode vndlphl.lha opporvldlheruD andengfield use of lheTrvst,imlod'a,gbend6,g,rbmge,laslagogon orA gmring,ehon 6e the ✓'182 respmv31iry u10e ruili,ngaetignerovd(ordreMvr.11 nobssetoaig lhetgaeed lde pagus m:d gcadegnesoltheleildlvg(ompvnevl folm l,dormvRm,(8(dl;pobhthed fir iPlom!SRUarerefemvnd Nr genednideme.In•l defines lberespoes6iGget and drabs oltbrlrvss Oe9gam,Trun oesign hgieeered 10819(ho(Iton{ir. Tmn Yeevlewreyvcns vtMMse dermd 6ra(vatvOvgeM epw iv nmghgvapmekvfeevhd.IbeLms Wugv Fvgmea isgttt lbe Iml(ieg Mslg.e,aLvn Sgumfnguea brarykaffivg.1aGpvv�d lansma n ddmed'm RI1. (epgrigbl©1g)g A•I tmdlmsses•Y®oel Flmlieee,PF.ReprodmMon d this detumeN,in vng lam,,is pmhi6ited�i8 nines pemissim Gem A•1 RoolTmsus•Hamel Wah,n,P.F. Orlando,FL 32832 • Job Truss Truss Type Qty Ply Std Pac/6812 EL A A0528925 61634 A09 Roof Special Girder 1 1 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:25:51 2015 Page 1 I D:FJM7bXpxJB W bWSOgQll I UfzJ dIJ-xffQo_Ex2Y6y8ftF VOOILev4Fm E5g4wBzws2Drz5Lt_ 0.11-0 1-4- 2-10-0 t�g 10.59 15.314 20-7-0 27-0-0 30-4-8 335-0 3&8-0 -4- 1-11-0 2-8-0 4-11-9 5.4.5 49.2 6-SO 3-4-8 30-8 830 0-11-0 _ 5x6- 2x4 11 5x12= 3x4= Dead Load Deft.=5/8 in 1.5x4 11 7 T4 8 9 10 46 6' 11 4.00 12 3x4 5x6= 5x8= 5 12 4 0 0 3 0 1.5x4 11 3 7 1 2 15 14 i- d I�I� 45 0 23 22 21 20 19 3x4= 16 13 12 3x8= 6x8=4x8= 3x4= 3x6 4x6= 2x4 II 5x6= 1.5x4 11 3x8= 5x10= 5x12= 1.5x4 II 1.5x4 II 2-10-0 1-2-8 3350 Or11.0 �5.6-0 , 10.5-9 15-fr11 22-414 30.4-8 31-7-,1 38-&0 0-1r1T-d1-7-8 2-8-0 411-9 51-2 610-3 7-11-10 -2- S3-0 038 1-9-15 Plate Offsets(X,Y)- [4:0-54,0-3-01,[10:0-9-0,0-2-81,[12:0-3-0,0-3-01,rl4:0-9-4,0-2-81,[15:0-3-12,0-2-81,[16:0-24,0-2-01,[ 0-24,0-241,[24:0-2-4,0-2-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL! in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.48 19 >955 360 MT20 244/190 TCDL 15.0 Lumber DOL 1:25 BC 0.84 Vert(rL) -0.98 16-17 >472 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(rL) 0.55 12 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight:280 lb FT=O% LUMBER- TOP CHORD 2x4 SP No.2*Except' T4:2x4 SP M 30 BOT CHORD 8)Provide mechanical connection(by others)of truss BOT CHORD 2x4 SP No.2'Except' 2-30=2079/4213,2-25=-2251/4358, to bearing plate capable of withstanding 100 lb uplift at joints)except Qt=1b)2de061 n B1:2x4 SP M 31,B2,B3:2x4 SP M 30 25-31=-2249/4354,31-32=-2249/4354, for WEBS 2x4 SP No.3'Except' 24-32=2254/4363,22-35=-164/333, 9)This truss has been designedd for r a'moving W2,W4:2x4 SP No.2 21-35=164/333,21-36=-2169/4478, concentrated load of 200.OIb live located at all mid W13:2x8 SP 2400F 1.8E 20-36=-2169/4478,20-37=-1896/3847, panels and at all panel points along the Bottom Chord, OTHERS 2x4 SP No.3 19-37=-1896/3847,18-19=-1166/2437, nonconcurrent with any other live loads. BRACING- 18-38=1166/2437,38-39=1166/2437, 10)"Semi-rigid pitchbreaks with fixed heels"Member TOP CHORD 39-40=1166/2437,1740=1166/2437, end fixity model was used in the analysis and design Structural woad sheathing directly applied or 1-11-3 oc 17-41=-987/2062,41-42=987/2062, of this truss. pur)ins, except end verticals. 4243=-987/2062,1643=987/2062, 11)Hanger(s)or other connection device(s)shall be BOT CHORD 1545=-740/1648,14-45=740/1649 provided sufficient to support concentrated load(s)760 Rigid ceiling directly applied or 4-11-13 oc bracing. WEBS lb down and 164 lb up at 2-7-4 on bottom chord. The WEBS 22-24=-278/146,3-24=658/1508, design/selection of such connection device(s)is the 1 Row at midpt 4-21=1310l713,4-20=-1017/307, responsibility of others. 8-16,11-12,9-16 5-20=49/551,5-19=890/462, 12)In the LOAD CASE(S)section,loads applied to the 6-19=360/312,7-19=-619/1162, face of the truss are noted as front(F)or back(B). MiTek recommends that Stabilizers and required , cross bracing be installed during truss erection,in 7-17=303/289,8-17=-236/584, accordance with Stabilizer Installation guide. 8-1 6=1 011/547,21-24=-2078/4309, LOAD cASE(S) 4-24=157l712,15-16=469/987, Standard REACTIONS. (lb/size) 10-14=-806/444,10-15=-596/1251, 11-14=-849/1873 1)Dead+Roof Live(balanced):Lumber Increase=1.25 2 2144/0-8-0 (min.0-1-12) ,Plate Increase=1.25 12 1730/Mechanical Uniform Loads(plf) Max Horz NOTES- Vert:1-3=70,3-4=-70,4-7=70,7-10=70, 1)Unbalanced roof live loads have been considered 2 333(LC 4) d0-11=-70,25-27=-20,16-23=-20,12-13=20, Max Uplift for this design. 14-15=20 2 -1061(LC 4) 2)Wind:ASCE 7-10;Vult=170mph(3-second gust) Concentrated Loads(lb) 12 -752(LC 4) Vasd=132mph;HVHZ;TCDL=5.Opsf;BCDL=5.0psf; Vert:32=-314(F) Max Grav h=25ft;Cat,II;Exp C;Encl.,GCpi=0.18;MWFRS 2 2144(LC 1) (envelope);cantilever-left and right exposed;Lumber 12 1730(LC 1) DOL=1.25 plate grip DOL=1.25 3)Provide adequate drainage to prevent water FORCES. (lb) onding. Max C mp.)Max.Ten.-All forces 250(lb)or less except 4)Plates checked for a plus or minus 0 degree when shown. rotation about its center. TOP CHORD 5)This truss has been designed for a 10.0 psf bottom 2-3=4680/2140,34=4284/1969, chord live load nonconcurrent with-any other live 4-5=4100/1807,5-6=-3329/1525, loads. 6-7=-3324/1637,7-8=-2363/1178, 6)'This truss has been designed for a live load of 8-9=-1651/842,9-10=-2333/1157, 20.Opsf on the bottom chord in all areas where a 10-11=-1797/835,11-12=1637/764 rectangle 3-6-0 tall by 2-0-0 wide will fit between the BOT CHORD bottom chord and any other members,with BCDL= 2-30=2079/4213,2-25=-2251/4358, 10.0psf. 25-31=-2249/4354,31-32=-2249/4354, 7)Refer to girder(s)for truss to truss connections. 24-32=-2254/4363,22-35=-164/333, We".eI-Iliooieryreri IWA-lgognrDusrultn7.elNEruruYflmlmnaNstmawcPrBom7uaDxlroslYer loin Peaydtgepor,meerto.drmdnonsaaxrrr.tD,dpD-IjpqmdMeNmudstaate,Pt.Warms Sh,t!etnrtat.udesseMerri.Wed oo Ike lDD,mp MANOIL k1A@iINEZ,P.E. Nilek ravaedm plrin shd 6e osed for the ND b be mfid.As o Tmn Desigdrpinm(.e,Spedolry{aginerl,Me seal oe vgIDO apreuots ao arreptone of the pminsionol ng'arceir9 rspmtMiNy for Xe desige o1Me s¢igleTrossdepitlad oa Mt IDD rv!y,wder R41.The design eswmpfen,loormgemdbms, IsoitohiliryondnaollM1isTroaloi any rudding isMo nspemfirdy olMe Oraer,MeO.aeisootAorbed ogetlmlM1apa1ding0esigns,in lhemAteAdfhtllG>he lPC.l9e luo16uidrnr toleoedln•1,16eapproealdlhaIDDond apyfia!d ose of lM1eirvss,inrh,ffnl F.00dring,sPomye,imbpotionv�bmim4 shoo be Me #041182 rnpasM6ly otlhe laiting Designer md[atnador.Also[.,Wool is the 100 cod the puliaoiand gaidelaesotMeduildiagComponesfalery loformolioe(ACSIJpohDanedhp lPl mdSl(A nm releieomdbr geetralgaideeu.IPFl defines Merespam3ilidesmE dodo oltha Lost peilgeer,Tmss Design 6gineennd 10019(h0fN00(Ir. Trots YooafaMmr,m!sseM:radu defined 6yaCmbonagued opm is rroaghyaltpnties EtNred 1bel N09alagmes kNol the rndl&mg Designs arUon SromtnNiata broq hadleg. 1. CopydghlQ 2015 A.1 hdTrosses-Nnn..1M finet,PF.IeprodsYm of Mis dnrcmeel,is amy loan,is prohibited rilh mitten psnissioo bam A•1 roof Tmuas-Nome)Nary er,Pt 6rlDndo,FL 32832 y Job Truss Truss Type Qty Ply Std Pac/6812 EL A i it 61634 A09A Roof Special Girder 1 1 A0528926 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 17 15:25:52 2015 Page 1 I D:FJ M?bXpxJ B Wb W8ogQl II UfzJdIJ-PrpoOKFZpsE pmpSR3kv-tsRFF"?ZXZLCa bblHz5Lsz 0-11-0 *1-4.0 12-10-0i M2 i taS9 i 159-14 i 20.7-0 i 27-0.0 33-SO 3118-0�1�1�-11 28.0 4-11-9 5.4.5 49.2 (iS0 fish S30 0-11-0 5x6= _ 3x4= 5x6- Dead Load Deff.=1/2 in 1.5x4 11 7 8 9 2x4 11 _ 6 10 4.00F12 3x4 5:: - 5x6- 5x8= 5 0 0 11 12 0 0 1.5x4 11 3 3 ri 1 2 d 168 6 Id 20 19 18 17 15 3x4= 3x4= 11 3x8= 6x8=5x8= 3x4=5x6 WB= 3x6= 5x6= 1.5x4 11 3x8 1.5x4 11 1.5x4 II 2-10-0 1-2-8 Oc11t0 , 51s0 , 1659 15F>•11 22.4=14 31-7-1 3111 0.11 1-7. 2-&0 4-11-9 1: 2 rr10.3 9.2-3 7A15 i 0.38 Plate Offsets(X,Y)- [4:0-5-4,0-3-0),[11:0-3-0,0-3-01,rl8:0-2-8,0-2-81,[21:0-2-4,0-2-01 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.39 15-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert( Q -0.78 12-14 >591 240 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 Horz(TL) 0.15 11 n/a n/a BCDL 10.0 Code FBC2010rrPI2O07 (Matrix-M) Weight:241 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 BOT CHORD 7). This truss has been designed for a live load of WEBS 2x4 SP No.3'Except' 2-27=1926/3892,2-22=-2277/4415, rectangle f on the bottom chord i all areas where a W2,W4:2x4 SP No.2 22-28=-2275/4412,28-29=-2275/4412, rectangle 3-6-0 tall by other wide will fit between the OTHERS 2x4 SP No.3 21-29=2280/4421,19-32=466/338, bottom chord and any other members,with BCDL= BRACING- 18-32=166/338,18-33=-2184/4509, )Refer 8 TOP CHORD 17-33=-2184/4509,16-17=-1903/3861, Ref girder(s)for truss to truss connections. Structural wood sheathing directly applied or 1-11-7 oc 15-16=-1903/3861,15-34=-1167/2441, 9)Providea mechanical connection( others)of truss pudins, except end verticals. 34-35=1167/2441,35-36=1167/2441, to bearing plate capable of withstanding 100 lb uplift at BOT CHORD 14-36=-1167/2441,14-37=-995/2074,. joint(s)except as b)been deli,11=753. Rigid ceiling directly applied or 4-8-3 oc bracing. 13-37=-995/2074,13-38=995/2074, 10)This truss has been designed fora moving WEBS 38-39=-995/2074,39-40=995/2074, concentrated load of 200.OIt live located at all mid 1 Row at midpt 8-12,9-11 12-40=-995/2074,12-41=512/1151, panels and at all-panel an points along the Bottom Chord, 41-42=-512/1151,42-43=512/1151, 11)"Semi-rigs with any other live loads. MiTek recommends that Stabilizers and required 11)"Semi-rigid pitchbreaks with fixed heels"Member cross bracingbe installed during truss erection,in 11-43=512/1151- 9 end fixity model was used in the analysis and design accordance with Stabilizer Installation guide. WEBS 281/149,3-21=666/1524, of this truss. 4-18=1317/717,4-17=1029/313, 12)Hanger(s)or other connection device(s)shall be REACTIONS. (lb/size) provided sufficient to support concentrated load(s)760 2 = 2142/0-8-0 min.0-2-8. 5-17=51/555,5-15=897/464, ( ) 6-15=363/314,7-15=-622/1169, lb down and 164 lb up at 2-7-4 on bottom chord. The 11 = 1732/Mechanical design/selection of such connection device(s)is the 7-14=292/285,8-14=-233/561, Max Horz responsibility of others. 2 = 333(LC 4) 8-12=1165/651,9-12=464/1253, 13)In the LOAD CASE(S)section,loads applied to the Max Uplift 9-11=1 894/847,18-21=-2091/4337, - face of the truss are noted as front(F)cr back(B). 2 = -1060(LC 4) 4-21=164f725 11 = -753(LC 4) Max Grav NOTES- LOAD CASE(S) 2 2142(LC 1). 1)Unbalanced roof live loads have been considered Standard 11 = -1743(LC 2) for this design. 1)Dead+Roof Live(balanced):Lumber Increase=1.25 2)Wind:ASCE 7-10;Vult=170mph(3-second gust) plate Increase= FORCES.(lb) Vasd=132mph;HVHZ;TCDL=5.Opsf; 1.25 BCDL=5.Opsf; Uniform Loads(p1. Max.Comp./Max.Ten.-All forces 250(Ib)or less except h=25ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS- Vert:1-3=70,34=-70,4-7=-70,7-9=-70,9-10=-70, when shown. (envelope);cantilever left and right exposed;Lumber 22-24=-20,11-20=-20 TOP CHORD DOL=1.25 plate grip DOL=1.25 Concentrated Loads(lb) 2-3=-4738/2167,34=4339/1994, 3)Provide adequate drainage to prevent water Vert:29=-314(B) 4-5=-4114/1814,5-6=3337/1529, ponding. 6-7=3333/1641,7-8=2375/1181, 4)Plate(s)atjoint(s)1,3,4,7,9,10,2,20,16,19,18, 8-9=-14701711 17,5,15,6,14,8,12,11,21 and 22 checked for a BOT CHORD plus or minus 0 degree rotation about its center. 2-27=1926/3892,2-22=-2277/4415, 5)Plate(s)atjoint(s)13 checked for a plus or minus 5 22-28=2275/4412,28-29=-2275/4412, degree rotation about its center. 21-29=-2280/4421,19-32=-166/338, 6)This truss has been designed for a 10.0 psf bottom 18-32=-166/338,18-33=2184/4509, chord live load noficoncurrent with any other live 17-33=2184/4509,16-17=-1903/3861, loads. 15-16=-1903/3861,15-34=-1167/2441, 34-35=116712441,35-36=1167/2441, 1 4-3 6=-1 16712441,14-37=-995/2074, Nwiog-ekmero.ro�yre��me•dl goornmus�nrteygEntgeErEgxlscormnuNseusrawgreune7unnmmsfYstrmm raayde,igo�rm.neree.ereasmmmadirn„o.smmi.gpgglm�me Ym.ei�ri�crifaumreueetbet,reo><.mmrsone�,<,rmmooroerw,mry ,MANUEL MARTINET,F.E. Qdamtemm.,patetshdbeo,dlorlhelNalobeeohdAsohouUnipeEsgaen(e,SpeddryEagmeu)IbesealmaglDDrcprnenhmutap4meaflhepminsimoingeenagee,pm,any ThepppmdOWTgeed pyteldeseoltheWe,tmlmftedegaerbemgerrmtdep eaeatbetgNeary,mderzPt-t.Thed<agaass�ptaas,lmaepeediaat, wBo6iliipopdawoftbisTruttlorm}ruddingisiM1etetpomi411yoltdeateeebNaOvnet'tomhorisedogeNortheraitd'cgNnigm4inthemob>ttdtdenGthenGlbeldlEei&agtodamdlrl•I, admgbmdfieg,slomge,imtabepm I aedbadeg,then hethe #041181 tesponu3riy of@e rrilEmg OetiguerpudCmnertpr.bl mxt utoututhalOg eed We prmriresaed gadebmsalrie WiYNgCumpeoeelfoley le!mmagw(6151!poblisbed hr lfi alSg[A aro mteranmdbrg-1pid-T&I de5one6e rzspomaVtln oeddaeet iifMhost0e4gnnRavgeilgn F.g4ea ead 10019(horlton fir. IrmtYacbomaer,ev.nsa0eredu deheed hye(mhmagreed opoo ie nemg6g dlpmNesknohsi lheTion aeilgv Mgoleer itNal the lo;ldmg Oetlgmiahmslruemfog»eerhr^eY kildo}anCapuufired tem,memdefieedhlpll. - [opyrighf©7015 Ad loaf hasws•Yonuel Nodmn,PF.NeprodmNoo of lFit daeumeot,ie am lmm,is prahibiled�iM nittm permitsimfrem A-1 Roof Tmsnt-Noauel Martian,P.E. Orlando,FL 32832 • Job Truss Truss Type Qty �PIY �StdPac/6812ELA 61634 A10 Hip 2 1 A0528927 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 M7i ek Industries,Inc. Wed Jun 17 15:25:52 2015 Page 1 ID:FJ M?bXpxJB WbW8og0I llUfzJdIJ-PrpoOKFZpsE pm pSR3kv_tsRE-AcJZZuLCabblHz5Lsz 1216 9 10 10-4-3 16 1-0 21�-13 2&11-3 , 32-7-0 36-0-0 4-9-16 5-6-9 5 8-13 5-7-13 5 2 6 5 7-13 3-5-0 4.00 F12 5x6= 3x4-_ 3x6= 3x4- 5x6= Dead Load'Defl.=5/16 in 3x4 0� 5 13 6 7 8 TA 9 4x6 3x8 MT20HS% 1p 3 4 W7 \/\X 5x6 c 0 b 4x4 II 1 V 18 19 17 16 15 2021 22 14 13 23 2425 12 26 11 5x8= 3x4= 5x6 WB= 3x8- 3x4= 3x8- 3x6 11 4x8- - 8 0-0 16-1-0 24�-0 32-7-0 36-" 8-0-6 8-0-10 8 3 0 830 Plate Offsets(X Y)- 12:0-3-0 0-2-0] [14:0-2-0 0-0-0] [18:Edge 0-3-01 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in ([cc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.26 15-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(rL) -0.57 15-17 >747 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(rL) 0.13 11 n/a n/a BCDL. 10.0 Code FBC2010/TP12007 (Matrix-S) Weight 218 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 11)This truss has been designed for a moving BOT CHORD 2x4 SP M 30 BOT CHORD concentrated load of 200.01b live located at all mid WEBS 2x4 SP No.3 18-19=-2610/2652,17-19=-2610/2652, panels and at all panel points along the Bottom Chord, OTHERS 2x4 SP No.3 16-17=-2542/2751,15-16=-2542/2751, nonconcurrent with any other live loads. BRACING- 15-20=1908/2222,20-21=-1908/2222, 12)This truss design requires that a minimum of 7/16e TOP CHORD 21-22=1908/2222,14-22=-1908/2222, structural wood sheathing be applied directly to the tap Structural wood sheathing directly applied, except end 13-14=-1908/2222,13-23=-1485/1748, chord and W gypsum sheetrock be applied directly to -verticals. 23-24=1485/1748,24-25=-1485/1748, the bottom chord. BOT CHORD 12-25=-1485/1748 Rigid ceiling directly applied. WEBS WEBS 2-17=0/251,4-17=0/270,4-15=554/671, LOAD CASE(S) 1 Row at midpt 5-15=212/439,6-13=-532/595, Standard 6-15,8-12,2-18 8-13=-5047742,8-12=-1410/1233, MiTek recommends that Stabilizers and required 2-18=2698/2293,10-12=1196/1473 cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. NOTES- 1)Unbalanced roof live loads have been considered REACTIONS. (lb/size) for this design. 18 = 1607/Mechanical 2)Wind:ASCE7-10;Vuit=170mph(3-second gust) 11 = 1607/Mechanical Vasd=132mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf; Max Horz h=25ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS 18 = 287(LC 8) (envelope)and C-C Exterior(2)zone;cantilever left Max Uplift and right exposed;C-C for members and forces& 18 = -724(LC 6) MWFRS for reactions shown;Lumber DOL=1.25 plate 11 -727(LC 6) grip DOL=1.25 Max Grav 3)Provide adequate drainage to prevent water 18 = 1607(LC 1) ponding. 11 = 1607(LC 1) 4)All plates are MT20 plates unless otherwise indicated. FORCES. (lb) 5)Plate(s)atjoint(s)3,5,7,9,17,2,4,15,6,13,8,1, Max.Comp./Max.Ten.-All forces 250(lb)or less except 18,11,12,10 and 14 checked for a plus or minus 0 when shown. degree rotation about its center. TOP CHORD 6)Plate(s)atjoint(s)16 checked for a plus or minus 3 1-2=-393/263;2-3=2990/2471, degree rotation about its center. 3-4=2878/2480,4-5=-2499/2139, 7)This truss has been designed for a 10.0 psf bottom 5-6=-2315/2114,6-7=-2020/1787, chord live load nonconcurrent with any other live 7-8=2020/1787,8-9=-822/777, loads. 9-10=-896/761,1-18=257/277, 8)'This truss has been designed for a live load of 10-11=-1590/1352 20.Opsf on the bottom chord in all areas where a BOT CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the 18-19=-2610/2652,17-19=-2610/2652, bottom chord and any other members,with BCDL= 16-17=-2542/2751,15-16=-2542/2751, 10.Opsf. 15-20=-1908/2222,20-21=-1908/2222, 9)Refer to girder(s)for truss to truss connections. 21-22=-1908/2222,14-22=-1908/2222, 10)Provide mechanical connection(by others)of truss 13-14=-1908/2222,13-23=-1485/1748, to bearing plate capable of withstanding 100 lb uplift at 23-24=-1485/1748,24-25=-1485/1748, joint(s)except at--lb)18=724,11=727. blaming-Plemetbttoagbyndeelbe7-1BDDitCISSFS('fnEE116nnBlE lEiYf6(DYDIn09S(BSIOYEB)•BUfIP71(pgxfID4E11FN1•EmmYcrBydes'goporometttsaWrmdnmfmais�ossDedgaBm.ier(I�jmdlAeYmaelYmlieeyPl.retereonAeNEehreve.ImksfotBmriuteotdmRelDD,wE/ MANUEIMARiINEI,P.E. QIglei rmaeder plalnsbol be used for Ihcf00 mbeevbd.IsvTmn 0es'ryoingmeer(.e,Spedalry EvginemJ,l6e udon og100 repraseds m vaeplannof Me prolesumaleegurcni yrmpanality M k4 igc dCe vnlileWs depid d ca the 1DD only,voder W.The dedgo essm�plen,Iwfingmedilian, I sodo6ility and uwoUMsTnss tar my ru0diiq is the mspambidq olthe0ener,me0merieoehorimd nged or lM1a Boitd'm9Dngoa,lathe mntrddlhe llGeheRUbe krd boBdig rodeoediP4l,TheapprowldtM1rlDDmdnryfiekvsedlM1eTrvss,(mUd'nrF.00d4�srorege,iaroltauono�LmimgsBo06e the #047182 s eespee-b"of fib,Budd'mg llesigne-(omadm.AB rotes$mam ioebe WD nod Ibo p toll s nod galde0en ultbe Building Component Safety Inlmmndan p(SI)Publikil by1Pi WSBEA me W-unadfm gmerd gridrme.EP41 deboeslBe resCoasb6fus and dunes dsbe Imes Dedgam,lma Deign Eegimm and imx Yaeekrrenr,edess ofkrdse defieed 6yv(mvonognd epov io nmxgby dlpmnes iaeolrei The Inn 0.0p Eogic-is NOT IM Buildingfiedgnm a Buss System reline,br coy bsald og.l0 Cnpuefned Inns me vs defied io IPbI. 10019(IIOr1tOn(Ir. CoprrigMO2015 A-1 raniTmsses-YonuelYodiem,PE Aeprodmtiaa olthis donmeel,ie nay Imm,is prohibited�iTh aiYm pominioa Gem A-I Avvf Tms:as•Yumd Yertree,P.F. Orlondo,FL 32832 ' y Job Truss Truss Type Qty Ply Std-PaC/6812 EL A A0528928 61634 A11 Hip 2 1 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:25:53 2015 Page 1 ID:FJM?bXpxJBMW8ogQlilUfzJdIJ-t2nADgFBaAMgOzIddRQDQ3 QzauTI?GUQEL9Hjz5Lsy 1 5-0S 10 4 15 1411� 26211-9 27•Fr15 33-7.4 3 104 11 4 4 2-1 5�1 10 4�.5 6-0S 6-7.6 6" 24_ 3x4= 4x6 5x6 _ 3x8 MT20HS= 5x6—_ Dead Load Defl.=7/16 in 4.00 12 4 T7 5 6 7 TA 8 9 3x8 3 1.5x4 II 2 tu v 1 6 b rT 1 wa- 29 I 21 18 17 16 14 3x4= 11 10 3x6= 1.5x4 11 3x8 MT20HS= 3x8 MT2OHS= 3x8= 3x6 11 1.5x4 11 6x8— 6x6= 3x8= 1.5x4 II 1-1-12 1 5-Fi9 10.4-15 1411-0 24-3-4 33 7-4 3'11-4 10d 4-4.13 4.161 41r5 9_4.0 9.4-0 21 a3-s Plate Offsets(X Y)— [1'0-0-12 Edge] [16'0-3-0 0-2-8] [19.0-5-8 Edge] 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) -0.32 13-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.75 13-14 >576 240 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 FBC2010/rP12007 (Matrix-S) Weight:225 lb FT=0% LUMBER- TOP CHORD 2x4 SP N0.2'Except' 10)This truss has been designed for a moving T1:2x4 SP M 30 BOT CHORD concentrated load of 200.Olb live located at all mid BOT CHORD 2x4 SP.M 30*Except* 1-25=2298/2356,1-20=-3501/3856, panels and at all panel points along the Bottom Chord, B1,B2:2x4 SP No.2 20-26=3501/3856,19-26=3501/3856, nonconcurrent with any other live loads. WEBS 2x4 SP No.3'Except" 17-29=-283/315,16-29=283/315, 11)This truss design requires that a minimum of 7116" W2:2x4 SP No.2 15-16=-2421/2725,14-15=2421/2725, structural wood sheathing be applied directly to the top BRACING- 14-30=-2034/2389,30-31=2034/2389, chord and%"gypsum sheetrock be applied directly to TOP CHORD 31-32=-2034/2389,13-32=-2034/2389, the bottom chord. Structural wood sheathing directly applied, except end 12-13=1481/1755,12-33=1481/1755, verticals. 33-34=-1481/1755,34-35=1481/1755, BOT CHORD 11-35=-1481/1755 LOAD CASE(S) Rigid ceiling directly applied. Except: WEBS Standard 2-2-0 oc bracing:20-24 2-1 9=1 96/368,3-16=-269/352, WEBS 3-14=477/535,4-14=-282/484, 1 Row at midpt 5-13=535/619,7-13=-5091795, 5-14,7-11,16-19 7-11=1602/1396,9-1 1=1 184/1502, MiTek recommends that Stabilizers and required 16-19=-2165/2440,3-19=1121/1163 cross bracing be installed during truss erection,in accordance with Stabilizer Installation quide. NOTES- 1)Unbalanced roof live loads have been considered REACTIONS. (Ib/size) for this design. 1 = 1634/0-7-4 (min.0-1-15) 2)Wind:ASCE 7-10;Vult=170mph(3-second gust) 10 = 1601/Mechanical Vasd=132mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf; Max Horz h=25ft;Cat 11;Exp C;Encl.,GCpi=0.18;MWFRS 1 = 281(LC 8) (envelope)and C-C Extedor(2)zone;cantilever Deft Max Uplift and right exposed;C-C for members and forces& 1 = -733(LC 6) MWFRS for reactions shown;Lumber DOL=1.25 plate 10 = -731(LC 6) grip DOL=1.25 Max Grav 3)Provide adequate drainage to prevent water onding. 10 = 1601(LC 1) 4)All plates are MT20 plates unless otherwise indicated. FORCES.(lb) 5)Plates checked for a plus or minus 0 degree Max.Comp./Max.Ten.-All forces 250(lb)or less except rotation about its center. when shown. 6)This truss has been designed for a 10.0 psf bottom TOP CHORD chord live load nonconcurrent with any other live 1-2=-4130/3368,2-3=-3937/3368, loads. 3-4=-2562/2153,4-5=-2389/2109, 7)'This truss has been designed for a live load of 5-6=-2127/1803,6-7=-2127/1803, 20.Opsf on the bottom chord in all areas where a 7-8=-624/565,8-9=-672/550, rectangle 3-6-0 tall by 2-0-0 wide will fit between the 9-10=1612/1303 bottom chord and any other members,with BCDL= HORD 10.0 sf. 1B-225 C 298/22356,1-20=-3501/3856, 8)Refer to girder(s)for truss to truss connections. 20-26=3501/3856,19-26=-3501/3856, 9)Provide mechanical connection(by others)of truss 17-29=283/315,16-29=-283/315, to bearing plate capable of withstanding 100 lb uplift at 15-16=-2421/2725,14A5=-2421/2725, joint(s)except Qt=1b)1=733,10=731. Wo 9—Pleneth.aollyrerinlhe'A1ROOFIDOSASrmllilGiln!(ITIgInA 'let.gailydesipiss 1-adrnd.4onllis(rmsDeupoDrcrimglNOlmdtheNonoelYod'net,PEtetuceu36tt10ehreose.0akuotleniuuatedooRelOD,cd/ MANUELMARTINEZ,P.E. lh7eh aoneetler plain srvl be vsd let Ihe10Dhhevvgd.Issi%.DedgeDR.,.(,,Spedahy 1.0,.114-lanaey Too upte+eohwvaephme ellEeprvleuiewleegunniogregon3ilil(tor IN desigad.,ior4 T—depukd.d.SDD.4,wdetTP41,The design,osamptiees,loafing<mGEay ' svBvbiDiyaadu+,of llusLvu loi ny Bupdng is au nspami67nydlhe Oveer,the Ornaiovthotiud vgeolvr Me&ildc;Deignet,ivlhe cmutldlhe llGlGe 11U6e laal hurdin'tvde aedl➢Id,lM1aarptmo{dlpelDD pnd opy Geld u+eollM1ermst,Induct nr F.ondGng,smmge,ieW0o6on and hu<ing,thon 6e the #047182 respavLrM of the l.iJning Wugvermd(oahadpt.Al nvbttnom iDlhe lOO avdfhe prarAresaedgx{Ahersdthe kildiagCvmpaneniolery lvfmmotieo(E(Slj po6fishedhy SP1®d SDUae refeienndbtgroeml flidema.Ml 4eSnuthen+pan3i(Nm ad Met oflMTim Desigaee,Tmss Desire Upon and 10019(horlton Cir. TrvxYoLdetnnet,eelnsaihenludefined hyv(antrertegnd vpov u rr0mghydlpmda iuo1W.lm 1 0e09e legime is N014e tuldieg Deng_al ms SyCenfvgmeerbrnryEeDGvg.ID fopDvGred l�ni me ns da6ved'u1P11. Copyright®701dAIrnfLessas xoaaelYodieea,PF.Depaodmfin d thi+de-0,ipeny lam,is pabihiud pith niltm permiW.firm A•l reetimsus-Oanuel ldmYet,P.I. Orlando,Ft 32832 e Job Truss Truss Type City Ply Std Pac/6812 EL A A0528929 61634 Al2 Hip 2 1 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:25:54 2015 Page 1 -- ID:FJM?bXpxJBWbWBogQlllUfzJdIJ-MEKZR?GpLTUX?7cgABySyHXb? Ew1Szefu4ip9z5Lsx 0-11.0 7-1-14 13.0-0 18.3-5 , 24-0-0 i 30-&it . 0 6.440 (i2-14 5.143 5-3-56-4-it 4358.11-5 3 0-4-0 0.11-0 3x4= 5x6 3x4= 3x6— 3x4— 2x4 11 Dead Load Defl.=3/8 in 4.00 12 4 5 T9 6 7 T.14 8 9 1.5x4 II 3 en 1.5x4 II � u� 1 2Rl- 0 in 2 Ia 0 22 20 17 16 14 3x4= 3x4= 10 3x6= 1.5x4 I I 1.5x4 11 3x6= 3x8 MT20HS= 5x6= 1.5x4 II 1.5x4 11 6x8= 5x8= 1.5x4 II 1-2-8 11 aaa -1-1a 13.0- zo-10-11 v-ss 36.0-0 11- 2-8-8 3-1-143 5.153 7-10.11 610.11 8.2-10 a-3-s Plate Offsets(X,Y)— [8:0-1-12,0-1-81,[10:0-3-0,0-3-01,[14:0-4-0,0-1-121,[18:0-5-8,0-3-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.34 14-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(fL) -0.61 13-14 >702 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W 3 0.90 Horz(fL) 0.17 10 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight:217 lb FT=O% LUMBER- TOP CHORD 2x4 SP No.2`Except. 11)This truss has been designed for a moving T1:2x4 SP M 30 BOT CHORD concentrated load of 200.01b live located at all mid BOT CHORD 2x4 SP M 30-Except' 2-27=2443/2525,2-21=-3322/3704, panels and at all panel points along the Bottom Chord, B1,B2:2x4 SP No.2 21-28=-3322/3704,19-28=-3322/3704, nonconcurrent with any other live loads. WEBS 2x4 SP No.3 19-29=-3322/3704,18-29=-3322/3704, 12)This truss design requires that a minimum of 7/16' OTHERS 2x4 SP No.3 14-35=2339/2749,13-35=2339/2749, structural wood sheathing be applied directly to the top BRACING- 12-13=-2034/2427,12-36=-2034/2427, chord and%gypsum sheetrock be applied directly to TOP CHORD 11-36=-2034/2427,11-37=-1163/1376, the bottom chord. Structural wood sheathing directly applied, except end 10-37=-1163/1376 verticals. WEBS BOT CHORD 3-18=379/585,5-14=-408/211, LOAD CASE(S) Rigid ceiling directly applied. Except: 5-13=224/341,6-13=276/402, Standard 1 Row at midpt 18-21 6-11=938/897,14-18=2022/2359, 2-2-0 oc bracing:21-26 4-18=1310/1328,8-11=-763/1081, WEBS 8-1 0=1 926/1644 1 Row at midpt 14-18,4-18;8-10 NOTES- MiTek recommends that Stabilizers and required 1)Unbalanced roof live loads have been considered cross bracing be installed during truss erection,in for this design. accordance with Stabilizer Installation uide. 2)'Wind:ASCE 7-10;Vult=170mph(3-second gust) Vasd=132mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf; REACTIONS. (lb/size) h=25ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS 2 = 1735/0-8-0 (min.0-2-1) (envelope)and C-C Extedor(2)zone;cantilever left 10 = 1598/Mechanical and right exposed;C-C for members and forces& Max Horz MWFRS for reactions shown;Lumber DOL=1.25 plate 2 = 31 O(LC 6) grip DOL=1.25 Max Uplift 3)Provide adequate drainage to prevent water onding. 10 = -762(LC 6) 4)All plates are MT20 plates unless otherwise Max Grav indicated. 2 = 1735(LC 1) 5)Plate(s)atjoint(s)1,4,7,2,15,3,16,14,5,13,6, 10 = 1598(LC 1) 11,10,9,21,20,18,8,19 and 17 checked fora plus or minus-0 degree rotation aboutits center. FORCES. (lb) 6)Plate(s)at joint(s)12 checked for a plus or minus 5 Max.Comp./Max.Ten.-All forces 250(lb)or less except degree rotation about its center. when shown. 7)This truss has been designed for a 10.0 psf bottom TOP CHORD chord live load nonconcurrent with any other live 2-3=-3982/3204,3-4=-3887/3341, loads. A-5=-2562/2193,5-6=-2649/2186, 8)'This truss has been designed for a live load of 6-7=-1908/1538,7-8=-1908/1538 20.Opsf on the bottom chord in all areas where a BOT CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the 2-27=2443/2525,2-21=-3322/3704, bottom chord and any other members. 21-28=-3322/3704,19-28=-3322/3704, 9)Refer to girder(s)for truss to truss connections. 19-29=-3322/3704,18-29=-3322/3704, 10)Provide mechanical connection(by others)of truss 14-35=-2339/2749,13-35=-2339/2749, to bearing plate capable of withstanding 100 lb uplift at 12-13=-2034/2427,12-36=-2034/2427, joint(s)except at--lb)2=849,10=762. W-mg PleoutlmwghFyrenn the Y.1 ROOF IR0118rm1n GMRAl FIRMS R(ONDIoONS(DSIDMFRrRUTa'1A(0lOWIID6818rW.rerEydesipopmomdeu ad reod oomwtis toss OesigoDreriep(IDDImdtAe YonuelModiem,Pl.Rdernn IDcd Dehn ou.Idkn oAmiu stdedootlelOD,aeFy MAtIUEt MARTINET,P.E. �A4IeA mnnrshr pldes:hal Re used for IAe i0D hhc sofid.Rs oLou Desigu Ggisen(e,Speddly hgmeak the udanagIDD rrmeunh as onrytome elMepmlmsfrool eogineeimg rnpmsihiFtylm Relesigr oFtfe smpL Lmtdepided w 16e IDD only,uodm IPFI.the dedgn ouomptiom,laofigeonfdiom, ' sopohiOtyooduseoilAisTmssloron,ruddingLlharegonsiGlityollheOna,IM1eO.ner'soolhot@edogedmlEeBmld'x9Dnigner,inthenAroddthellC,PoellElhelmdRuddmgmdeoedrPrl,IheogptoroloFlhePJDendeNyfieldoseolthelroW,utlodmlF.ocdgsy,sbrcgc,imtogoAonandbnimg,sholl6ethe #04T181 ' respoeuDdNYdthe eugiingoedgoer ond(omrodor.AA pohsselod io the NO end lhepmr6ns and gdddimtolf4e AriWing(ompuncd Selery lolorowYwo(e[Slj pohlisAedly lPi ooflBGero relerennd(mgenerol giideme.IP4l dehnesMe respoesMlGNes ood doom of the lmst Wilgoar,Luss Design[egineerood 10019(Whon Cir, (ruts YeculeMrer,enessotMsrlu detwed hya(nntrod ogrcd upon is rr'raghydlpmNm[mLed.IheLux OeGgo Fmfneu isNOr the ruilceg Des'goer m Lau gyDemfngmev for oq hcdG'ag.All(npnvpxd trams mcu deheed tniPhl. (opyrigM®RD15 A•I raolLosns•Mnnuel MmtieeaPl.Reproduttiw of tlis dosumeet,io n�losm,is prahihiled.ilb niNm permissionfiem kF Roof Tnsus•Nowel Bod"ans,P.E Orlando,F131831 r Job Truss Truss Type Oty Ply Std Pac/6812 EL A 61634 A13 Half Hip 2 1 A0528930 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 17 15:25:54 2015 Page 1 ID:FJM?bXpxJBWbW8ogQlllUfzJdIJ-MEIQR?GpLTUX?7cgA8ySyHXaX_Ed1 W8efu4ip9z5Lsx 0-11.0 5-ID-14 11-0-0 ifi-10-5 z3-s15 3o-1-11 K)_o 1-4-0 il- 4-11-14 s1-2 slo-5 s7-11 6-7-12 slo-a 5x6= 3x8 MT20HS= Dead Load Deft.=7/16 in 4.00 F12 4 5 6 7 8 9 1.5x4 II 3 10 1.5x4 II en 2 � 1 0 i 28 29 5x8= Ia 22 20 30 1731 32 16 33 15 14 34 13 12 35 11 36 10 5x6— 3x6= 1.5x4 11 3x8 MT20HS= 5x6 WB= 1.5x4 I I 4x8= 1.5x4 II 1-2-8 ¢11-gi 3s-a s10-14 11.a-o ls-s 4 15 z7• -o 36.0-0 11 za•o z-ss 11-2 8•s15 e-o•0 M-0 a-" Plate Offsets(X,Y)— [8:0-1-12,0-1-8],[10:0-3-0,0-3-0],[16:0-1-12,0-1-8],[18:0-5-8,0-2-8],[19:0-1-12,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.30 13-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.71 13-15 >609 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.70 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code FBC201O/iPI2007 (Matrix-S) Weight:211 lb FT=O% LUMBER- TOP CHORD 2x4 SP No.2 10)This truss has been designed for a moving BOT CHORD 2x4 M 30`Except` BOT CHORD concentrated load of 200.Olb live located at all mid B2:2xx 4 SP No.2 2- 28 9/3183,2-21=-2820/3193, panels and at all panel points along the Bottom Chord, WEBS 2x4 SP No.3 21-28=-2=-2820/3193,19-28=-2820/3193, nonconcurrent with any other live loads. OTHERS 2x4 SP No.3 19-29=1326/1482,18-29=-1326/1482, 11)This truss design requires that a minimum of 7/16" BRACING- 16-33=1326/1482,15-33=1326/1482, structural wood sheathing be applied directly to the top TOP CHORD 14-15=-2630/3129,14-34=2630/3129,Structural wood sheathing directly applied, except end 13-34=2630/3129,13-35=2382/2868, chord and'%"gypsum sheetrock be applied directly tothe bottom chord. verticals. 12-35=2382/2868,11-12=-2382/2868, BOT CHORD 11-36=1436/1722,10-36=1436/1722 Rigid ceiling directly applied. Except: WEBS LOAD CASE(S) 4-2-0 cc bracing:21-26 16-18=-291/377,3-1 8=3 4115 1 0, Standard WEBS 4-15=79/376,5-15=586/482, 1 Row at midpt 8-10 5-13=92/252,6-13=183/362, MiTek recommends that Stabilizers and required i 6-11=953/911,8-11=-684/1023, cross bracing be installed during truss erection,in 8-10=2156/1813,15-18=946/1187, accordance with Stabilizer Installation guide. 4-18=661/629,16-19=1322/1471 REACTIONS. (lb/size) NOTES- 10 = 1593/Mechanical 1)Wind:ASCE 7-10;Vutt=170mph(3=second gust) 2 = 1740/0-8-0 (min.0-2-1) Vasd=132mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf,, Max Harz h=25ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS 2 = 269(LC 6) (envelope)and C-C Exterior(2)zone;cantilever left Max Uplift and right exposed;C-C for members and forces& 10 = -755(LC 6) MWFRS for reactions shown;Lumber DOL=1.25 plate _ 2 = -855(LC 6) grip DOL=1.25 Max Grav, 2)Provide adequate drainage to prevent water 10 = 1593(LC 1) ponding. 2 = 1740(LC 1) 3)All plates are MT20 plates unless otherwise indicated. FORCES. (lb) 4)All plates are 3x4 MT20 unless otherwise indicated. Max.Comp./Max.Ten.-All forces 250(lb)or less except 5)Plates checked for a plus or minus 0 degree when shown. rotation about its center. TOP CHORD 6)This truss has been designed for a 10.0 psf bottom 2-3=-3423/2714,3-4=-3382/2860, chord live load nonconcurrent with any other live 4-5=-2673/2256,5-6=-3083/2503, loads. 6-7=-2238/1780,7-8=2238/1780 7)'This truss has been designed for a live load of BOT CHORD 20.Opsf on the bottom chord in all areas where a 2-27=2919/3183,2-21=-2820/3193, rectangle 3-6-0 tall by 2-0-0 wide will fit between the 21-28=2820/3193,19-28=-2820/3193, bottom chord and any other members. 19-29=1580/1802,18-29=1580/1802, 8)Refer to girder(s)for truss to truss connections. 16-33=-1326/1482,15-33=-1326/1482, 9)Provide mechanical connection(by others)of truss 14-15=2630/3129,14-34=-2630/3129, to bearing plate capable of withstanding 100 lb uplift at 13-34=-2630/3129,13-35=2382/2868, joint(s)except(jt=1b)10=755,2=855. 12-35=2382/2868,11-12=-2382/2868, 11-36=-1 436/1722,10-36=-1436/1722 Woniag-Pledethoroag'dymriarth"I.1roof Iirini(UEOIiIOAf(IRIOYIti'AUfIP1A(gIOTII[D6EYEHE'hrm Perdydesigopasned.sood rmdooNrm Cin irossDedgo grerapElODJmd We YmaelYarfieet,Ptlelermte Sheel6ehn ou.tfibes ot6erriu staled ocRe l00,oaFd MAUUEI MARiINEI,P.E. lSlehoas"dei pbtesdml6e medlor the HIota6esohd Ase Imo Deuge bgmen(r.e,Spedany hg®ea),t6e seal000ry1D0 npremdtoeossepessedflepmf'W'.aleelhen¢g'r'P.. Iyfar b dtfpdn'g j1rT ssdepishi esthe IDoedy,md«MI.The dnigiossmrp.,bonelsonddius, fsdiabildyond me orIN,I—roemylogdmgis the n rsarso bTAy of oeeer,the hear,eathori«daged rib.hildigDnignar,ia the nafmof the lt(,the nG t1 loosI61 ogroieoedTPI.I.Theapprord dtheIDDmd any Aelduseof Me Truss, haedGng,slamp,innlb4m and hneiny shpO be the #047182 «yoevbSdy olt6eladdingoedgoerpedGmptlor.Al ache sdWim the HID eed the pnsfi«sord gddelwsoftit IdI jbropenid Salary IftarehalsMITI)Po6he6edhylPl pod WA., far geeenlpaidane.lP4l delhwsMe rnpoesdadim aeE dories olf6e TrmsDesigner,frosi Design Engineer ad 10019(horlinn Cir. fretsYrcolemnes,Wen odwdm ddmed6ya(mradageed epmie ermel6y dlpmfmbwhed.ltieLossoesge bryben r'WIT the lsdldbggesymr arlioss Syumfol'meer brary 6xa1d'e}Al Cagatelndt—se mdefieed'm M.I. Copyrig-Mf�r01f A•I lmlTnssas•YooueSYad'mer,PE lepodnlioodthisdosmed,ie myfosm,is pro6ihisei rich nitlmpnmissioa beo A•I looiTmsus•Noouel bertan,P.E. Orlando,FL 32832 . e t' Job Truss Truss Type QtY PIY Std Pac/6842 EL A A0528931 61634 A14 Half Hip 2 1 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 17 15:25:55 2015 Page 1 I D:FJ M?bXpxJ B W b W8og QIII UfzJdIJ-gQuxeLH S6ncOd HBOksThVU31 WOcKmxynuYgF Lcz5Lsw all-o -1-4-0 4-&0 s-o-o 15-311 22-4-4 zs-as 36-o-o 1-4-06&11 7-0.9 7-4-1 6-3-11 Dead Load Defl.=V2 in 4.00 12 5x6- 3x4 3x4- 3x8 MT20HS= 3x6 3x4 11 = - = 4 5 6 7 8 9 1.5x4 II 3 1.5x4 II n 1 2 a$ � d _ I 26 a- 2017 27 28 16 29 t5 14 30 13 31 12 11 32 10 _ 5x6= 3x6= 1.5x4 11 4x8 3x8 MT20HS= 3x4= 5x6 WB= 3x4= 3x6 11 4x4= 1-2-8 4-9-0 9-60 17-6-7 27-2-1 36-0-0 1-(I M l� 4:% Sb7 9-7-9 8-9-15 04-8 Plate Offsets(X,Y)- [2:0-3-0,Edge],[10:0-3-0,0-3-01,[17:0-2-0,0-1-81,[18:0-2-4,0-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.40 11-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0.91 11-13 >472 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-S) Weight:203 lb FT=O% LUMBER- TOP CHORD 2x4 SP No.2'Except` 10)This truss has been designed for a moving T2:2x4 SP M 30 BOT CHORD concentrated load of 200.01b live located at all mid BOT CHORD 2x4 SP M 30-Except' 2-25=2594/2921,2-19=-2357/2694, panels and at all panel points along the Bottom Chord, B1:2x4 SP No.2 19-26=-2357/2694,18-26=-2357/2694, nonconcurrent with any other live loads. WEBS 2x4 SP No.3 17-28=1634/1904,16-28=1634/1904, 11)This truss design requires that a minimum of 7/16' OTHERS 2x4 SP No.3 16-29=-1665/1954,15-29=1665/1954, structural wood sheathing be applied directly to the top BRACING- 14-15=-2989/3610,14-30=-2989/3610, chord and'/"gypsum sheetrock be applied directly to 'TOP CHORD 13-30=-2989/3610,13-31=-2887/3490, the bottom chord. Structural wood sheathing directly applied, except end 12-31=2887/3490,11-12=-2887/3490, verticals. 11-32=-1779/2159,10-32=1779/2159 BOT CHORD WEBS LOAD CASE(S) Rigid ceiling directly applied. Except: 3-18=268/407,4-15=-278/561, Standard 2-2-0 cc bracing:19-24 5-15=992/807,6-13=-42/312, WEBS 6-11=1016/990,8-11=616/989, 1 Row at midpt 5-15,8-10 8-10=2495/2071,17-19=-426/561, MiTek recommends that Stabilizers and required 15-18=-643f792,17-18=-1969/1690 cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)- REACTIONS. (lb/size) Vasd=132mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf; 10 = 1593/Mechanical h=25ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS 2 = 1740/0-8-0 (min.0-2-1) (envelope)and C-C Exterior(2)zone;cantilever left Max Horz and right exposed;C-C for members and forces& 2 = 227(LC 6) MWFRS for reactions shown;Lumber DOL=1.25 plate gripDOL=1.25 10 Uplift -751(LC 6) 2)Provide adequate drainage to prevent water 2 = -859(LC 6) ponding. Max Grav 3)All plates are MT20 plates unless otherwise 10 = 1593(LC 1) indicated. 2 = 1740(LC 1) 4)Plate(s)at joint(s)1,4,7,9,10,2,18,3,16,15,5, 13,6,11,8,19,17 and 12 checked for a plus or minus FORCES. (Ib) 0 degree rotation about its center. Max.Comp./Max.Ten.-All forces 250(lb)or less except 5)Plate(s)at joint(s)14 checked for a plus or minus 5 when shown. degree rotation about its,center. TOP CHORD 6)This truss has been designed for a 10.0 psf bottom 2-3=2883/2291,34=-2885/2427, chord live load nonconcurrent with any other live 4-5=-2776/2311,5-6=-3643/2920, loads. 6-7=-2699/2116,7-8=-2699/2116 7)'This truss has been designed for a live load of BOT CHORD 20.Opsf on the bottom chord in all areas where a 2-25=2594/2921,2-19=2357/2694, rectangle 3-6-0 tall by 2-0-0 wide will fit between the 19-26=-2357/2694,18-26=-2357/2694, bottom chord and any other members. 17-28=-1634/1904,16-28=1634/1904, 8)Refer to girder(s)for truss to truss connections. 16-29=-1665/1954,15-29=-1665/1954, 9)Provide mechanical connection(by others)of truss 14=15=-2989/3610,14-30=-2989/3610, to bearing plate capable of withstanding 100 lb uplift at 13-30=-2989/3610,1 3-31=2 8 8 7134 9 0, joint(s)except(jt=lb)10=751,2=859. 12-31=-2887/3490,11-12=-2887/3490, Wamiag-PlameAnoophry seeinthe 7l l00f fgdSiB('SNEg'J,CAll91l1EYkS8C0AUiIlOAS(USIOpftl-BUBi')A(p10W1[06SNBI1'Ioim Yedydesigoporomelenaad rtad oohs oo nris rrosspe4poUa�®gQDg)mdsAe Menoei9ameet,Pt.le(erevu lheet Eefaa ou.Ikkss aAniussded on ReIDg,Defy MANUEI MARTIUEZ,P.E.pl.lesshal6e used larlhe IODtahe.and.Afoimu Dnigo Fepi.en(e,Sptsialryrogiaen),Mesedaa wy100 represM...mepla.eartheprdnil.not eegiaaimgsnpoctimi6ry Mtge hsigadMe singQ Lmsdep;skdmthe IDD enry,uodn 711.TAe desig.auwapsias, gra.d�tas, �' mnobi0ryaeduwoUMsLunloranyBuddingis@amsp..Sbliryotthe0an.,theOvaniemhoruedoged.lheY7dingOnigne4inthesonprtfdlhell(,ihellGtheladhugdmgrode.ed741,The oppsmoleftherJDandony6,4aseohA.ima,iaodalh.dliSomye,i.tdl .cad hroimg,&Ibethe #047182 eapasibLty ollbe 1a0ung 0nsignerondConrodor.Ag aobs tet.N w sda ND eed the pmrdra and geid.gon dde 0oildieg Comppo.MSafery Idorma0ao(t(g0pohlished hp71 oadSBGme rdn.nmdhr gnnerolgaid.are.I&I deboa Me respoesb0i ilia and doom olthe Imss pedgeer,rmss he 10.gi.....d Imss mr Naedaer,al. olldu deheed byo(oaken opted ap.a i-rmag bydl1-fui o],A IheLoss Wslga Far...k Kai 16 ReMag h0gu.iLass Sysrem Eogmemhraey6NAag AO Copdaffi.dtuns..a dAndIn71d. 18819[I10r110q[Ir. Copyrigh1©1015 A.1laof Baaes-NonaelNorliaep,P.E.gepr.d.fioa d This daomcei,ie any Imm,is proh7,ited r;tb nittm perouaia fie.A-1 goof lmsus-Barrel Not(a,P.E Orlando,Fl.32832 Job Truss Truss Type Qty Ply �Std Pac/6812 EL A 61634 A15 HALF HIP GIRDER 1 . 2 A0528932 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 17 15:25:58 2015 Page 1 0-11-0I D:FJ M?bXpxJB Wb W8og0111 UfzJ d IJ-E?a3GNJ KP iyUkwbP-0077hJ H bcazFjDaW2vyxz5Lst a o 3-11-8 7-o-0 i - r2-1rao 1io s s 30 t� 3--a a- s•e-1a3-0-8 W- ss as o 0 s10-10 1.5x4 11 Dead Load Deft.=11/16 in 4.00 FUT 5x8= 1.54 11 3x8= x8 MT20HS= 3x6= 4 = 1.5x4 11 6 7 8 9 10 37 3 1.5x4 11 � 1 2 d! q CS Id 21 18 1110 41 16 42 43 44 15 4546 47 14 48 4950 51 5213 53 54 55 5612 57 58 59 11 60 3x8= 2x4 11 6x6= 8x8= 3x6 11 7x14 MT20HS= 5x8= 3x8 MT20HS I I 1.5x4 11 6x8 2x4 11 1-2-8 al1l1 ,12aa1sa,31-01 7-0-0 i 2-1a1oo a4 30-1.6 2 1 3s-o-o saga 5-8-14 s1a10 o-3-8 Plate Offsets(X,Y)- [4:0-5-8,0-2-81,[9:0-2-8,0-1-81,[11:0-4-8,0-1-81,[12:0-3-8,0-3-4],[13:0-5-0,0-4-8],rl4:0-3-8,0-1-81 [15:0-4-0 0-5-4] rl9:0-5-8 Edge] LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.61 13-14 >705 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -1.07 13-14 >401 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(rL) -0.12 2 n/a n/a BCDL 10.0 Code FBC201 O/TPI2OO7 (Matrix-M) Weight:461 lb FT=0% LUMBER- TOP CHORD 2x4 SP M 30`Except' 4)Wind:ASCE 7-10;Vult=170mph(3-second gust) BOT CHORD 2x6 SP No.2*Except* 2-38=3186/6620,2-20=-4081/8178, T1:2x4 SP N BOT CHORD Vasd=132mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf, E B1:2x4 SP M 30,B3:2x6 SP 240OF 2.0E 20-39=-4081/8178,19-39=-4081/8178, h=25ft;Cat II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope);cantilever left and right exposed;Lumber WEBS 2x4 SP No.3`Except' 17-41=-326/641,16-41=326/641, D envelop 5 plate grip Deft and 5 W8:2x6 SP No.2 16-42=-3572/7310,42-43=-3572/7310, D Provide adequate drainage to prevent water W6,W7,W4:2x4 SP No.2 43-44=-3572/7310,15-44=-3572/7310, ponding. OTHERS 2x4 SP No.3 15-45=-6537/13414,45-46=-6537/13414, 6)All plates are MT20 plates unless otherwise BRACING- 46-47=-6537/13414,14-47=6537/13414, indicated. TOP CHORD 14-48=-6537/13414,48-49�537/13414, in icate(s)atjoint(s)1,4,7,10,11,2,3,17,16,5,14, Structural wood sheathing directly applied or 3-7-7 oc 49-50=-6537/13414,50-51=65 37/1 341 4, 7) l e 9,12,joint(s) ) and 18 checked fora plus 5, purlins, except end verticals. 51-52=-6537/13414,13-52=6537/13414, minus ,degree rotation about its center. or BOT CHORD 13-53=3284/7119,53-54=-3284/7119, m Plate(s)0 d greeat rota 15 checked for a plus or minus 2 Rigid ceiling directly applied or 8-4-1 oc bracing. Except: 54-55=-3284/7119,55-56=-3284/7119, degree rotation about its center. 7-8-0 oc bracing:20-25 WEBS 3284/7119 9)This truss has been designed for a 10.0 psf bottom WEBS REACTIONS. (lb/size) 17-19=979/498,3-19=110l352, chord live load nonconcurrent with any other liveloads. 11 = 4105/Mechanical 4-16=-417/314,4-15=2164/4738, 10)`This truss has been designed for a live load of -2 = 3670/0-5-8 (min.0-2-3) 5-16=721/543,6-15=-2470/1255, 20)*T is the bottom chord in all areas where a Max Horz 6-14=571/429, 6-13=1728/812, rectangle 3-6-0 tall by 2-0-0 wide will fit between the Max = 186(LC 4) 8-13=571/429,9-1 0-12966/5706, bottom chord and any other members. M Uplift 16-19=3354/688 10-12= 01/800, 11)Refer to girder(s)for truss to truss connections. 11 = -2141(LC 4) 16-19=3354/6880,4-19=401/800, 12)Provide mechanical connecfion(by others)of truss 2 = -1925(LC 4) 18-20=-212/492 Max Grav to bearing plate capable of withstanding 100 lb uplift at 11 = 4564(LC 34) NOTES- joint(s)except(jt=lb)11=2141,2=1925. 2 = 3670(LC 1) 1)2-ply truss to be connected together with 12d 13)This truss has been designed for a moving (0.131"x3.25')nails as follows: concentrated load of 200.0Ib live located at all mid FORCES. (lb) Top chords connected as follows:2x4-1 row at 0-7-0 panels and at all panel points along the Bottom Chord, Max.Comp./Max.Ten.-All forces 250(lb)or less except oc clinched,2x6-2 rows staggered at 0-9-0 oc nonconcurrent with any other live loads. when shown. clinched. 14) Semi-rigid pitchbreaks with fixed heels"Member TOP CHORD Bottom chords connected as follows:2x4-1 row at end fixity model was used in the analysis and design 2-3=-8708/4434,3-4=8214/4248, 0-9-0 oc clinched,2x6-2 rows staggered at 0-9-0 oc of this truss. 4-26=11420/5645,26-27=-11420/5645, clinched. 5-27=11420/5645,5-28=11416/5640, Webs connected as follows:2x4-1 row at 0-9-0 oc 28-29=11416/5640,6-2 9=-1 1 41 6/5640, clinched. 6-30=12040/6020,30-31=12040/6020, 2)All loads are considered equally applied to all plies, 7-31=12040/6020,7-8=-12040/6020, except if noted as front(F)or back(B)face in the 8-32=12076/6071,32-33=12076/6071, LOAD CASE(S)section.Ply to ply connections have 33-34=-12076/6071,9-34=12076/6071, been provided to distribute only loads noted as(F)or 9-35=7119/3429,35-36=7119/3429, (B),unless otherwise indicated. 36-37=-7119/3429,10-37=7119/3429, 3)Unbalanced roof live loads have been considered 10-11=-4069/2102 for this design. BOTCHORD 2-38=3186/6620,2-20=-4081/8178, 20-39=4081/8178,19-39=-4081/8178, Continued on page 2 parmegMometbmoogbrt renevthe'11tDDr f¢If1S[SI'SnIF¢b6iNtlgl i[¢kSt(0¢OIngIBCAI0M1¢('¢➢RI')A(DIO%'(N6fYENrloim¢utly design pmomekn ued rend netetm7tnsTmrOetigoDra,riep(IDD)mdlAe ldoouel YanieeyPElererenre Sheel Eehreou.lmlenodervise stated oolleiDD,omJ Q MANUEL MARi1NEI,P.E. 1¢hb... pleln Sher be ned for lbenl0 tabe enfi4.Iso Lou Dnige Fngmen(r,SpedeDplegmea),Me sealon oeplDO repreuNsoo es<rolmne oflk protnurool eeg'ercnagsnpons rybrQ demge efges®g4 Gms deputed eothe loD eNy,underiPbl.The ded�ossomptiom,laermg ren&Gms, Isogo6ililronduseollhisTiusslorom¢uddmgielbensponubsL'ryollhe0oett,lM1eDveeisemhmisodegeelorMeddldingDnigno,intheroefegoltAenGibeaCtielxWbuddersodeoedlPl-1,theapproeolefikiDOendmrfielduseofMeiruss,indudnlhopdpnp,srompe,iesloga4onomlbruring,shogbothe #04I182 rnpoes3&Iy el the ludang 0.:vgnermd[pnlrodor.dr dates seto0 in It.tOD and the Nor¢reseed gededmulthe Building Safely loormorianp(SI)pobgsbed br IN oodS¢G we rohienndWyn-1pideou.IN-1 dehnnlhemgonmJHn avE dodet olibe trmrDeelgeerT-Deslrnhiiioennnd 1gr 10019(horflan(ir. Tmss Ynm}erNrer,doleso�niu debved byo[eneonogre 7epeniv rrevgby dlpmdn emhed.16eLms Deuge MgineeraXDi rM BuldiogDe4gmrarLon Syaem fngmrcr hr oeyE lA'eg. np ffiatnnenemddmed67PI 1. Cepyrigbl8g01r AI rwSTrauas•Moeeei hlmliee;P.E.¢eprodwtion of>tiis denm,eoyie ory Imm,is prohibaed ti,ilb mitten permissiwhem AI¢nolTmnes-ponuel anntnee,Pd. Orlando,F132832 fc Job Truss Truss Type Qty �Ply - Std Pac/6812 EL A 61634 A1S HALF HIP GIRDER A0528932 2 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 M7ek Industries,Inc. Wed Jun 1715:25:58 2015 Page 2 ID:FJM?bXpxJBWbWBogQlllUfzJdIJ-E?a3GNJKPiyUkwbP 0077hJHbcazFjDaW2vyxz5Lst NOTES- 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)97 lb down and 136 lb up at 7-0-0,97-Ib down and 95 lb up at 9-0-12,97 lb down and 95 lb up at 11-0-12,97 lb down and 95 lb up at 13-0-12,97 lb down and 95 lb up at 15-0-12,97 lb down and 95 lb up at 17-0-12,97 lb down and 95 lb up at 19-0-12,97 lb down and 95 lb up at 21-9-12,97 lb down and 95 lb up at 25-4-10,97 lb down and 95 lb up at 27-4-10,97 lb down and 95 lb up at 29-4-10,97 lb down and 95 lb up at 31-4-10,and 97 lb down and 95 lb up at 33-4-10,and 97 lb down and 95 lb up at 35-4-10 on top chord,and 395 lb down and 186 lb up at 7-0-0,240 lb down and 21 lb up at 9-0-12,240 lb down and 21 lb up at 11-0-12,240 lb down and 21 lb up at 13-0-12,240 lb down and 21 lb up at 15-0-12,240 lb down and 21 lb up at 17-0-12,240 Ib down and 21 lb up at 19-0-12,946 lb down and 485 lb up at 19-10-9,240 lb down and 21 lb up at 21-9-12,946 lb down and 485 lb up at 23-5-7,240 lb down and 21 lb up at 25-4-10, 240 lb down and 21 lb up at 274-10,240 lb down and 21 lb up at 294-10,240 lb down and 21 lb up at 31-4-10,and 240 lb down and 21 lb up at 334-10,and 240 lb down and 21 lb up at 35-4-10 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:14=-70,4-10=70,20-23=20,11-21=20 Concentrated Loads(lb) Vert:4=97(F)16=-395(F)15=-62(F)5=-97(F) 26=97(F)27=-97(F)28=97(F)29=-97(F)30=-97(F) 31=-97(F)32=-97(F)33=97(F)34=97(1`)35=-97(F) 36=-97(F)37=-97(F)42=62(F)44=-62(F)45=-62(F) 47=-62(F)48=62(F)49=-946(F)51=62(F)52=946(F) 53=-62(F)55=-62(F)56=-62(F)57=-62(F)59=62(F) 60=-62(F) VPamiAg-neosetBmoagbry arbeme•A-I Roof IRAS rSn1@•I,OnnBUTWASa ga4dedpeparamdas aid realnotleaddt trtssOrdpoOmiep(NOlmd me wonad YAttieee,Pl.ldnmmShed Eehre ose.Wess elh-ise Wed oesbem,aoly MANUEL MARiINEZ,P.E. QAhleb tinted.,phl-hal6,osed for 1Ae TOO h b...d.AtaTrou Onigt Fegiaeer(.e,Spedtlly FAgmeaGtbe uol000q IDD represetlsan oaepome ASWe pmhssitnAl npbrterisgenpacsiligrylm fti'usige alltesingQLmsdeprkd m the 1DD anry,undo TPFI.Ili design AssomptieAs,loACmgtordiNm4 ' WAilily dma e[Oh➢on ler any Balding is tht mWoa,ibi4oh6e0epa,A.Ovter's wlhorimdaged at Ae ltildmg pesipney is the tooled el1b Kthe 11C.A,Iue16udding(ode odPM.The opprmaldthelODendany fielduseollM1eLun,inlad;nlF.aadgigstoage,imlolkfiw od 6tnsiny shoo he the #047182 eespatibiiry oltta Banding OesignerondCalrmtoi.Beads setoulioth TOO end the pmlNusaad0degots CIA,BoiWNg(ampeed shly lef-ien(BBSQpublished by 71 and SBLlme""meted 6,genenlpidea-Widehoesl6erespomBgilMsad dunes aBfhe imst geilgees,Truss6esign Eogweet oad 10819(haBlion CiB. TmssYAcdenmer,eAMuoOndsa degrcd 6y a(aeaonagrcd opto iA Hiring by dlpmlros irwhd.l6e La.Oeage Eagotea is NOT the Beildieg NOS-or Loss Syaem(ngmrcr W aey beildiag.AO Cepilagred Inns me As deOaeA m IPbI. CApy SE102015A-I1oolT.-AAAaue111adin',P1.lepodmYAurdthisdorumed,ienaylam,ispsobibild+il6>,iideapernistimGemA-1loafTmsses•llAmelYtdan,P.E. OBlandn,EL32832 Y ' Job Truss Truss Type. qty Ply Std Pac/6812 EL A 61634 A15A HALF HIP GIRDER 1 A0528933 3 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 17 15:26:01 2015 Page 1 I D:FJM?bXpxJBWbW8 ogQlll UfzJdIJ-eaFCvPMDid MXLCeA56a5llJs9oeQAeQfGTHaZFz5Lsq 0-11-0 ,-14:9 3-11-11 7-0-0 1258 15-11•& , 19.4-0 , 22-8-10 2511-8 31-2-9 , 36-0.0 1-0-0 3.0-11 3.08 S8�- 12-14 3-0 l0 3-4-10 3-2-14 53-1 4-9-7 0-11-0 Dead Load DeO.=13116 in 2x4 II 4.00 F12 5x10= 2x4 II 4x4- 4x8- 4x4-_ 2x4 II 4x6= _ 1.5x4 II 5 6 7 8 9 10 12 39 3 1.5x4 11 1 � 1 2 e3 48 49 50 1751 52 53 54 41 Ia I� 3x6- 2242 21 43 20 4445 46 198x10= 4x8= 8x10= 15 56 57 58 14 59 13 60 1.5x4 11 3x12= 3x4 11 2x4 11 3x10= 3x6 11 4x6= 5x& 3x4= Q 1140 t1b1-11 , 7-0-0. 12-8 8 19�0 25-11-8 31-2-9 , 36 0 0 11-0 3 0 11 6-7-8 6-7-8 5 3 1 4 9 7 Plate Offsets(X,Y)- [4:0-8-0,0-1-4],[10:0-2-0,0-1-0],[11:0-1-12,0-2-0],[15:0-2-0,0-1-4],[16:0-4-0,0-4-0],[18:0-0-0,0-4-0],[20:0-4-0,0-1-8],[23:0-5-8,0-2-8],[24:0-0-0,0-2-_O LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.71 16-17 >601 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -1.32 17-18 >324 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.85 Horz(Q 0.32 13 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight:748 lb FT=0% LUMBER- TOP CHORD 2x6 SP No.2*Except* 4)Wind:ASCE 7-10;Vult=170mph(3-second gust) T1:2x4 SP No.2 BOT CHORD Vasd=132mph;HVHZ;TCDL=5.Opsf BCDL=5.Opsf; BOT CHORD 2x4 SP No.2*Except* 2-40=3075/6329,2-24=365517308, h=25ft;Cat.II;Exp C;Encl.,GCpi=0,18;MWFRS B2:2x4 SP No.3,B5:2x6 SP 240OF 2.0E 24-41=2960/5907,23-41=2960/5907, (envelope);cantilever left and right exposed;Lumber WEBS 2x4 SP No.3'Except* 22-24=-145/376,22-42=-694/1437, D envelop 5 plate grip Deft and 5 W12:2x6 SP No.2,W5,W9:2x4 SP No.2 21-42=-694/1437,21-43=892/1811, 5)Provide adequate drainage to prevent water OTHERS 2x4 SP No.3 20-43=-892/1811,20-44=-449/1050, pending. BRACING- 44-45=-449/1050,45-46=-449/1050,TOP CHORD 1946=449/1050,18-19=0/496, 6 6))Plate( 20,18,7,17,16,11,14,23,6 and 9s)atjoint(s)1,8,12,13,2,24,22,19,5,10, Structural wood sheathing directly applied or 5-8-12 oc 5-18=534/430,18-47=8991/19089, checked fora plus or minus 0 degree rotation about its purlins, except end verticals. 47-48=8991/19089,48-49=8991/19089, center. BOT CHORD 49-50=-8991/19089,17-50=8991/19089, 7) ter. s)atjoint(s)4 checked for a plus or minus 3 Rigid ceiling directly applied or 10-0-0 oc bracing. 17-51=-8761/18619,51-52=8761/18619, degree rotations) tjo about its center. Except: 52-53=8761/18619,53-54=8761/18619, 8)This truss has been designed fora 10.0 psf bottom 10-0-0 oc bracing:24-28 54-55=8761!'18619,1 6-55=8761/1 86 1 9, chord live loads been des t with any other live 15-16=12/407,15-56=296/814, loads. -REACTIONS. (lb/size) 56-57=-296/814,57-58=-296/814, g)•This truss has been designed for a live load of 2 = 38-0 (min. 0-cal W 58=296/814 20.Opsf on the bottom chord in all areas where a 2 = 3424/0 a-0 (min.0-1-8) WEBS 4-20= rectangle 3-6-0 tall by 2-0-0 wide will fit between the Max Horz -581/268,3-23=154/495, bottom chord and any other members. 2 = 181(LC 4) -201810/1042,18-20=2822/5815, 10)Refer to girder(s)for truss to truss connections. Max Uplift 4-18=-4789//0598,14-16=2307/5032, 11)Provide mechanical connection(by others)of truss 2 = -1919(LC 4) 11-16=-5032/10717,11-14=4242/220, to bearing plate capable of withstanding 100 lb uplift at 2 a -1761(LC 4) 12-14=54/614,6-1 2 260-2442/5120, joint(s)except Qt=lb)13=1919,2=1761. Max Grav 4-23=354/614,6-18=2608/1295, 13 4334(LC 33) 6-17=522/1677,9-17=771/2184, 12)This truss has been designed for a moving = 2 = 3424(LC 1) 9-16=301611461 concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, FORCES. (lb) NOTES- nonconcurrent with any other live loads. Max.Comp./Max.Ten.-All forces 250(lb)or less except 1)3-ply truss to be connected together with 12d 13)"Semi-rigid pitchbreaks with fixed heels"Member when shown. (0.131"x3.25'1 nails as follows: end fixity model was used in the analysis and design TOP CHORD Top-chords connected as follows:2x4-1 row at 0-9-0 of this truss. 2-3=7814/3808,3-4=7383/3661, oc,2x6-2 rows staggered at 0-9-0 oc. 4-2 9=1 657217722,29-30=-16574f7723, Bottom chords connected as follows:2x4-1 row at 5-30=16575/7724,5-31=17009l7865, 0-7-0 oc,2x6-2 rows staggered at 0-7-0 oc. 31-32=-17009/7865,6-32=-17009/7865, Webs connected as follows:2x4-1 row at 0-9-0 oc. 6-33=20520/9436,7-33=20520/9436, 2)All loads are considered equally applied to all plies, 7-8=-20520/9436,8-34=20520/9436, except if noted as front(F)or back(B)face in the 9-34=20520/9436,9-35=16156/7482, LOAD CASE(S)section.Ply to ply connections have 10-35=-16156/7482,10-36=15655f7262, been provided to distribute only loads noted as(F)or 36-37=15655l7262,11-37=15655l7262, (B),unless otherwise indicated. 11-38=5637/2537,38-39=5637/2537, 3)Unbalanced roof live loads have been considered 12-39=-5637/2537,12-13=3964/1900 for this design. BOT CHORD 240=3075/6329,2-24=365&7308, 2441=-2960/5907,23-41=-2960/5907, Continued on page 2 xmniogNuteMmea�pnrinNe'Y.1100FRUSSSSrSRSFIbGWRIUPYSt(Dr[ea04(DSSOYEt(tD1Et7r(aDMFDfdYaIS•ImnYerirydesigoporomnmeaodrevdnoletootal'+moesipoeUroriepflDD,mdiEeYonod Yameee,Pl.IelereouNeelEehuose.mdenod,nrriuumWonnetDD,-f MANUEL MARTINEZ,P.E. 10Ieg roeeeem plalnshvl bused lo+lhe IODlehe mgd.As o Tnss 0esige(aputeer(ie,SpeuoOr Fagoem1,16e sed 000q IOD reF+eseds oe eaeplame of the prolnsivnvingmen¢g+npays�lly Imthe desige elB<sag4LessdepiMd cvthe IDDonIy,mdv iPl•1,The ded�nsuoption,koaog emdAimt, ' phMiyood vie oflNSTnnfo+tmrloldiegisThe the 0ee1,s 1hnuedogedmlM1eloilde?gDniper,intheWulof the RL the 11",lmdholdmgWeWTN-1,The upprmolo like TODodeg field eseellh,Tim,imlednlhond5q,srouge,intdlotienan N.dq,shell be the #047182 -resryi5diryoNhe6Mid"mgDsvgoeemdCacnenos.AlnofnunootiatluIDOooitMpronirnocdgddegoesdt6eloildingComponmtSderylntwnmfioo(1(SQpo6lishedhrSPiood9(Ao+e+eferenreOngetudgeYme.Wd,henthe+npoeubi0tinooddodmohhelrnx0edgen,TmnOesigofegioeermd ]0019(horlton(ir. InssYeeetaamn,adessethendse ddmed lya(vetrmtogeed epee iv veghrdlpmtzs fawhei IhiLon Oeuge fmjmee n101ihe leildrq 0estgeee mLuss SruemGgioen In aei hvdbeS In(epdaC ed terns me mlefieeA ie iPbl. ropgrig6tO7015 Y•Ilw(Tnssn•Yoawl YoAmer,Pi.leprodmlioadthis dammeel,is oay lao,is prohi6ited>,ilhniHen pnmissioahem A•l Beal Tmsus•Yowel Yet»;P.E. Orlando,FL 32832 Job Truss Truss Type jQtY Ply �Std Pac/6812 EL A 61634 A15A HALF HIP GIRDER 1 A0528933 3 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:01 2015 Page 2 ID:FJM?bXpxJBWbVWogOill UfzJdIJ-eaFCvPMDidMXLCeA56a5llJs9oeQAeQfGTHaZFz5Lsq NOTES- 14)Hanger(s)or other connection device(s)shall be- provided sufficient to.support concentrated load(s)154 lb down and 136 lb up at 7-0-0,97 lb down and 95 lb up at 9-0-12,97 lb down and 95 lb up at 11-0-12,91 lb down and 99 Ib up at 13-0-12,91 lb down and 99 lb up at 15-0-12,91 lb down and 99 lb up at 17-0-12,91 lb down and 99 lb up at 19-0-12,91 lb down and 99 lb up at 21-9-12,91 lb down and 99 lb up at 25-4-10,97 No down and 95 lb up at 27-4-10,97 lb down and 95 lb up at 29-4-10,97 lb down and 95 lb up at 31-4-10,and 97 lb down and 95 lb up at 33-4-10,and 97 No down and 95 lb up at 354-10 on top chord,and 395 lb down and 186 lb up at 7-0-0,240 lb down and 21 lb up at 9-0-12,240 lb down and 21 lb up at 11-0-12,231 lb down at 13-0-12,231 lb down at 15-0-12,231 lb down at 17-0-12,231 lb down at 19-0-12,754 lb down and 387 lb up at 19-10-9,231 lb down at 21-9-12,754 1b down and 387 lb up at 23-5-7,231 lb down at 25.4-10,240 No down and 21 lb up at 274-10,240 lb down and 21 lb up at 294-10,240 lb down and 21 lb up at 314-10,and 240 lb down and 21 lb up at 334-10,and 240 lb down and 21 lb up at 354-10 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:14=70,4-12=70,24-26=20,19-22=20, 16-18=-20,13-15=-20 Concentrated Loads(lb) Vert:4=-97(B)20=-395(B)7=-91(B)17=40(B) 11=97(B)14=-62(B)29=97(13)30=-97(B)31=91(B) 32=-91(B)33=-91(B)34=91(B)35=91(B)36=-97(B) 37=-97(B)38=-97(B)39=97(13)44=-62(B)46=-62(B) 47=40(B)48=40(B)50=-40(B)51=-754(B)52=-40(B) 54=-754(B)55=-40(B)56=-62(B)58=62(B)59=-62(B) 60=-62(B) WmoiegNeasethmoaghly rererRs'Al A00f fg�if(Sr'all[r],G(XIPA(llgllff(a1�110AS�15IgkFPI'BUT(1�A(IVIOM'In16FMP(1'loim rerAydesigoporomelut ood rmd oofesmgris(msU!tign arcriog�Imdllrc Neeo!1'�orl'met,PE tel!rznm Sheel6ehre ox.IMen otlerriu smfedoaRefOD,anF/ MANUEL MARTINET,P.E. �lhlek mnnMr pl!lesshot be used for @e IODIo he sobd.Aso Tmss Design fnginen(e,Spefiehy(ngmeer}the uol onwy IDb repreuvlsaa acapleme a(Me pml!ssivnel eeproenug rnpms�iGly(rt ae destgee(iF:!sary4lims d!piAed mlh!tog ooq,,mdn 1P11.The dedgo eswmpten,bo6n'<m&con, I sidobililynndureoUDisTmn(oronyPugdingnNam!pomid7dpatrge0ewr,Ibeonercrvtharindogevlorrhdm7dirggesigr¢r,inthemgeedmallGt6ellG(beladMgdm'mdeoediPb1,11eappmoldtAelDgoadmyfiddoualMrTross,(mbdnglondrmg,slomge,inlolbAonondbr!ring,eM06ethe #041182 respoaubArry olMa lail�ing Oe4gneroed(omedor.AN notes nmm is fheWo-A the pmrAm end gsidegoesoftie bmldq Componeel Werylefor fin[161)poblirbed byTR and SlCA we"We dIrg-tolgeidoete.Rol defin!tMe resppnsbig7Ms and dufieto0he imv oe4gaer,Imtsoesigo hgineer and 10019(horlton Cir. ImullonolvrNrer,eoless etMwtse defieed hya(whmtogreed upon iv ndcg byoopmtas heohed.The f-OWN,log-isHal the Aulfflng Deaf.,erben sp.ho,er W evy b ildug.All CepdoOsed tnnsae asdefved iottl-1. roppigh102015A•IWfTraxas W-111n1iuse,@.Peprodw6ondthisdotwrtet,ieairylmm,ispro5ihihd,.itbnitlenpnmissiwhnmAlAoolTmsus-Nonoelamtiner,P.E Orlando,FL32832 r Job Truss Truss Type QIY Ply Std Pac/6812 EL A 61634 B01 Half Hip Girder 1 A0528934 3 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 17 15:26:02 2015 Page 1 ID:FJM?bXpxJBWbW8ogQlllUfcJdIJ-7mpa61MrTxUOzMDMeg5KHzs? Czmv6CpV7075iz5Lsp 1—1�-00-11-0 5.0-15 85-13 12-3-4 16.1-4 20.7-4 2,1-3,4 1 4 0 11 4-1-15 3�14 3 9 7 4-2-0 12-0 5x8 1.5x4 11 5x10= Dead Load Defl.=5/16 in 4.00 F12 5 6 7 8 3x8 4 1.5x4 II c 3 IN 4 c in 1.5x4 II 2 eY 1 3 20 2 18 15 14 13 12 10 9 3x12 MT2OHS= 2x4 11 8x8= 5x6= 6x8= 3x6 11 1.5x4 11 7x10= 6x6= 2x4 11 1-2-8 0-11-0 1 s o 1s Mj3 —12-3-4 1 -4 2a7.4 11 a1 a r - 3-10-7 3-4-14 337 42-0 4-2. a" Plate Offsets(X,1)— [5:0-5-4,0-2-81,[7:0-2-12,0-2-81,[9:0-4-4,0-1-81,[12:0-2-12,04-81,[13:04-0,04-81,[16:0-3-8,0-2-81 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 0.71 Vert(LL) 0.28 13-14 >886 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -0.50 13-14 >498 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.82 Horz(rL) 0.08 21 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:500 lb FT=0% LUMBER- TOP CHORD 2x4 SP M 30'Except- 8)Plates checked for a plus or minus 0 degree T2:2x4 SP No.2 BOT CHORD rotation about its center. BOT CHORD 2x4 SP M 31'Except' 2-25=5147/10300,2-1 7=9000/1 81 86, 9)This truss has been designed for a 10.0 psf bottom 132:2x6 SP 240OF 2.OE,B4:2x4 SP No.3 17-26=9000/18186,26-27=9 0 0 0/1 81 8 6, chord live load nonconcurrent with any other live 133:2x6 SP No.2 16-27=-9000/18186,14-30=539/1084, loads. WEBS 2x4 SP No.3*Except* 30-31=539/1084,13-31=539/1084, 10)'This truss has been designed fora live load of W2,W8:2x4 SP No.2,WC 2x4 SP M 30 13-32=7030/14293,32-33=7030/14293, 20.Opsf on the bottom chord in all areas where a W9:2x8 SP No.2 33-34=-7030/14293,12-34=7030114293, rectangle 3-6-0 tall by 2-0-0 wide will fit between the OTHERS 2x4 SP No.3 11-12=5120/10481,1 1-35=51 20/1 04 8 1, bottom chord and any other members. BRACING- 35-36=-5120/10481,1 0-36=51 20/1 0481, 11)Bearing atjoint(s)21 considers-parallel to grain TOP CHORD 10-37=-329/566,37-38=329/566, value using ANSIlrPI 1 angle to grain formula. Structural wood sheathing directly applied or 5-6-6 oc 38-39=-329/566,9-39=329/566 Building designer should verify capacity of bearing purlins, except end verticals. Except: WEBS surface. 6-0-0 oc bracing:7-21 14-16=1281759,3-16=167/486, 12)Provide mechanical connection(by others)of truss 10-0-0 oc bracing:9-21 4-13=1431/3071,4-12=-5436/2851, to bearing plate capable of withstanding 100 lb uplift at BOT CHORD 5-12=3192/6462,5-10=4321/2211, joint(s)except at--lb)2=3576,21=4841. Rigid ceiling directly applied or 10-0-0 oc bracing: 6-10=218/257,7-1 0=-51 57/1 071 7, 13)This truss has been designed for a moving Except: 15-1 7=-201/495,13-16=-6662/13540, concentrated load-of 200.Olb live located at all mid 10-0-0 oc bracing:17-24 4-16=2273/4459 panels and at all panel points along the Bottom Chard, REACTIONS. (lb/size) NOTES- nonconcurrent with any other live loads. 2 = 7130/0-8 0 (min.0-1-15) 1)Special connection required to distribute bottom 14)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design 21 = 10255/0-7-4 (min.0-1-8) chord loads equally between all plies. Max Horz 2)3-ply truss-to be connected together with 12d of this truss. 2 = 337(LC 32) (0.131"x3.25")nails as follows: 15)Graphical purtin representation does not depict the Max Uplift Top chords connected as follows:2x4-1 row at 0-7-0 size or the orientation of the pudin along the top and/or 2 = -3576(LC 4) oc,2x8-2 rows staggered at 0-9-0 oc. bottom chord. 21 = -4841(LC 5) Bottom chords connected as follows:2x4-1 row at pro idedHan sufficient ie other connection device(s)shall be Max Grav 0-7-0 oc,2x6-3 rows staggered at 0-4-0 oc. provided sufficient to support concentrated load(s) 2 = 7130(LC 11) Webs connected as follows:2x4-1 row at 0-9-0 oc, 4544 lb down and 2151 lb up at 7-1-9,1573 lb down 21 = 10255(LC 1) Except member 6-10 2x4-1 row at 0 -0 oc. and 761 lb up at 9-0-12,1573 lb down and 765 lb up 4 3)All loads are considered equally applied to all plies, at 11lb down an lb down and 772 lb up at 13-0-12, FORCES. (Ib) except if noted as front(F)or back(B)face in the 1581 lb down and 6-1 lb up at 15-0 lb down an down Max.Comp./Max.Ten.-All forces 250(lb)or less except LOAD CASE(S)section.Ply to ply connections have and 7371b-1 -1 ,and 2,and 1710 lb down and 762 when shown. been provided to distribute only loads noted as(F)or lb-1 at t-12 on bottom and rd. h down and 730 of at TOP CHORD (B),unless otherwise indicated. such cone bottom chord. The design/selectiononilitf of 2-3=19301/9534,3-4=18634/9289, 4)Unbalanced roof live loads have been considered such connection device(s)is the responsibility of 4-5=-10899/5363,5-6=7675/3776, for this design. others. 6-7=-7675/3776,9-20=829/1978, 5)Wind:ASCE 7-10;Vult=170mph(3-second gust) 20-21=332/584,7-20=834/536, Vasd=132mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf; LOAD CASE(S) 7-21=7458/3641 h=25ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS Standard BOT CHORD (envelope);cantilever left and right exposed;end 1)Dead+Roof Live(balanced):Lumber Increase=1.25 2-25=5147/10300,2-17=9000/18186, vertical right exposed;Lumber DOL=1.25 plate grip Plate Increase=1.25 17-26=9000/18186,26-27=9000/18186, DOL=1.25 Uniform Loads(plf) 16-27=9000/18186,14-30=539/1084, 6)Provide adequate drainage to prevent water Vert:1-5=70,5-7=-70,7-8=70,17-22=-20, 30-31=-539/1084,13-31=539/1084, ponding. 9-18=20 Continued on page 2 7)All plates are MT20 plates unless otherwise Concentrated Loads(lb) it—g-ManethereWI-1.0,14 tDOMUSSISrSHIn],GMUL TIM&(61DISIOASCDSIDMLg11Unr•1A(IDIDM(DS1111firW.gerdy desigapmomW—d'ead ootet."d,TmtDrsigaDr ij(W=d the Maead4ameer,Pi refermre 140be(erew.Rkssot6enises=,dw*,TDD,oeIP MANUEL MARTINE2,P.E. Maeb mamslerpinnsbaD be osd kr lbe lDDhberdud.Asa 1..Dedge frgben(e,Spedalryfoginenl,tbe sedmvylDD reCeubsmoneptmre aTneprolesnrmleagimnrtgmpaeubtliryfm Me MipdtbesbgkLmsd•.pkkdmfk W.efy,Mir IN.The L-iprssumpG jaefiegrm&tinm, ' sOlAditym6ii,01iO-far any 1.9dirg 1, Otter,IN Or Th.p1m.10 lit TOD ad try fitd edtbeTrvs+,iuhtgbr,41ii,skraga,imlahlin dbneq,tMDbethe #047102 respavbriry rlPoe Wldiag Dedpaer md(eabesmi.Yaoms snoutmlbe SOD eedlbeptaNm ad gedebxsalNe rnidirg(omprmnSalery lofmmoDra(r(SQ pablisbd by lPl md>ofAaeeehreondkrgmerdgaideme.Tr4l debmst6e mpoae3iDfin and datiel of tlu lrms geugan,Truv Design hgiaeerad 10019(IIDrRon Clr. ImssYmdamaer,rotns oWer.lu defiaedbya(mtronagted aped is.ridgbyoapntmsb,ahed.ThAn,0,9p Eogbeer isN0l the ruff Dtsigror a Loss Sfo®fafine fir ney baldm}10 CvpnaDrd Inns nrm defied bTPsl. CopyrigM®101SA•IIaaTTrrsses-AlaouelAlanbe;Pl.Depradma000fAbdoamerl,iraoylmm,Sspobibifdtritbniaenpeminioafren4lAaafTrussas-NanuelManme;P.E. Orlando,R32832 Job Truss Truss Type Qty Ply 3 Std Pac/6812 EL A 61634 601 Half Hip Girder 1 A0528934 Job Reference o tional Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:02 2015 Page 2 ID:FJM?bXpxJBMMogQIIIUfzJdIJ-7mpa6lMrTxUOzMDMeg5KHzs?_Czmv6CpV7075iz5Lsp LOAD CASE(S) Standard Concentrated Loads(lb) Vert:11=-1578(B)10=1587(B)31=4085(B) 32=-1573(B)34=-1573(B)36=1581(B)37=1710(B) 39=-1699(B) Waning-PimetbeoogbryierinIWA-1 NOT 11HOSB iaM('GWRAlTIRN&(ONDTnONSUSTON11rIUMA(rNOWHoumarTue.vet dmip peso im,udrmdasksmtld+hossDesignDmieN(IDD)mdtheXmuelWniteyU.teletem beetbefureou.UikunlnwseWdsuiteTOO,elf MANUEIMARiINEZ,P.E. W7eA+teener plules+Aork m<d ler IkiDO Labe eobd As s Inu 0nign Eogioem(.r,Spedshyhgneek the seolousry IDD rrpre+esds a onepsmn s(Ihe pnlnsiamlwgroenhg rnpousbiGly Iw kelesiga etMe+mgle ems depiskd m the 1DD snly,mdn 1P41,the deign sssompl'um,looAmgnmfihms, ' saikBlilyondmoohb&hosslarooyBuddngiaheraspomi6iliryoltheatar6lhe0•aerisolhorindsgnolsrMeteOdkgDnigae4kthennfrmdthell(,thellGtbelaolAoAdragsodessdlPl-1,lheapp+molettAeNDmdenyfietdauollM1eiruss,indoffnthoodGirysbmyt,imNlkAansndhlsemrsbsfl6tlht #041182 respeesibrdy utlbt Wag aulper ood(srrnstor.Al antm+eteul in the TOD eudlbe predwe sod gsidel.—I the reildingrompreetTARy lnle—fi..A(SQ published by ON and SNGlme refnnndl.,gemtelguideme.RN dehistht respoesbirdks and dines olthe Truss Desigmrlian Design hgiteer end 10019(horlton Or. Tess YemhMrery enmsognnise defied hra(mhsn eg�eed spmisnieq by sllpede+tarefnl.517 Deignhgiaea is NOT the hildegDust.,elmsSrss-Engineer Ent asy bnM4 tO tupdtohtd tans mess dehsed k TPI 1. (apyright®7015 A.I Repredun iou of this daeertet,in say form,is pmhibised Wb ninm permissioe6w A-1 goof busses-Memel Osamu;P.P. Orlando,EL 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL A 61634 B02 Common 3 1 A0528935 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:02 2015 Page 1 ID:FJM?bXpxJBWbW8ogQlllUfzJd IJ-7mpa61MrTxUOzMDMeg5KHzs?gC1 KvEapV7075iz5Lsp 6-0-4 1043-0 15312 214-0 1 4 0 6-0-4 4-7-12 4-7-12 6-0-4 4x6= Dead Load Deft.=1/4 in 4 4.00 12 1.5x4 1.5x4 3 5 T • 1 1.5x4 II 2 6 v, 1 B1 B1 ]ci a3 e e 16 7 17 15 18 4x4= 5x8 3x6= 10-" 21-4-0 10-8-0 1"-0 Plate Offsets(X,Y)— [2:0-4-14,Edge],[6:0-3-0,Edge],[7:0-4-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.33 7-11 >773 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.61 7-11 >418 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(fL) 0.06 6 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix-S) Weight:89 lb FT=O% LUMBER- TOP CHORD 2x4 SP No.2 2)Wind:ASCE 7-10;Vult=170mph(3-second gust) BOT CHORD 2x4 SP M 30 Vasd=132mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf; WEBS 2x4 SP No.3 h=25ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS OTHERS 2x4 SP No.3 BRACING- (envelope)and C-C Exterior(2)zone;cantilever left TOP CHORD and right exposed;C-C for members and forces& Structural wood sheathing directly applied. MWFRS for reactions shown;Lumber DOL=1.25 plate BOT CHORD grip Plates checked 25 Rigid ceiling directly applied. rotation Plates checked for a plus or minus 0 degree rotation about its center. MiTek recommends that Stabilizers and required 4)This truss has been designed for a 10.0 psf bottom cross bracing be installed during truss erection,in chord live load nonconcurrent with any other live accordance with Stabilizer Installation guide. loads. 5)'This truss has been designed for a live load of REACTIONS. (lb/size) 20.Opsf on the bottom chord in all areas where a 6 = 959/0-8-0 (min.0-1-8) rectangle 3-6-0 tall by 2-0-0-wide will fit between the 2 = 1055/0-8-0 (min.0-1-8) bottom chord and any other members. Max Harz 6)Provide mechanical connection(by others)of truss 2 = 103(LC 8) to bearing plate capable of withstanding 100 lb uplift at Max Uplift joint(s)except(jt=lb)6=403,2=514. 6 = 403(LC 7) 7)This truss has been designed for a moving •2 = -514(LC 6) concentrated load of 200.O1b live located at all mid Max Grav panels and at all panel points along the Bottom Chord, 6 = 959(LC 1) nonconcurrent with any other live loads. 2 = 1055(LC 1) 8)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top FORCES. (lb) chord and W gypsum sheetrock be applied directly to Max.Comp./Max.Ten.-All forces 250(lb)or less except the bottom chord. when shown. TOP CHORD 2-3=-2022/1881,34=-1518/1358, LOAD CASE(S) 4-5=-1519/1358,5-6=-2028/1887 Standard BOT CHORD 2-15=1207/1885,2-16=-1665/1867, 7-16=1665/1867,7-17=-1672/1874, 6-17=1672/1874,6-18=-1392/1894 WEBS 4-7=-431/602,5-7=548f715, 3-7=-540/707 NOTES- 1)Unbalanced roof live loads have been considered for this design. wwwg-PlemetlmoogMrserinlbe'41 ROOF IWSS6ruill,GOOKf FEW 9(ONOInOAf(in10ME21'rN[P'jA(g10R7(gNlttNl'Iorm YerLy dnige pasomeleisaod rtad oohs en dps tress DeapDmrig(lDO)wi The d=udWmar,PE Me—Sheel belle m Onlns aderriu tided on1h&n)O,aety MANUEL MARTINEI,P.E. �15Id mmesin plrtes sbaDbe aced lo,Ibe 1➢Dta be road.4saTsou 0esipe Fagum(.e,Speddry h�oealtk seol or ary IDD hprehds as muphme of the pmlessirnal eepaeni�ampoasmi0ry lane design Jfta s®Ole Trmsd%pukl rntbe IDDwIy,uadnfll•1,The design assompten,Irarmg aardlhrs, ' saOobiliryoed usr of lgishuss 1ps anyB 7ding is lbv mspamfpTh°Ilbegrms,me 0raer's oodlosixadaged or lbe lailding 0aignn,mlbe waleztol lbr lFC,thellCSBeladhuRdmg mda aedlPfI,IhoopptaeoldMeIDDond anyfidd ote of MaTrosf,IndeCn)F.ondgng,sWrage,imNlbDaa and bsxing,sboO Ee the #047182 sespasibrM ottbe WOungWstgru rndComedo,.el imtes se(oN inlba NO end Or psu6res aed gaidererseSNe raiN®g[pmpraemfalery lrMmaOw(Bnq published by lPl and SB(1'are rehieandkr geeesd gaideme.fPl•I deRrn Me rmpras3iDtln and ddies al tharsostreslgeer,Tmn Design Eagmeer red 10019(horlton(ir.- ImssYreoknmes,adns rsY.sdse dehred 6y a(anhadaaeelrprnir crag hya0 pmhs uwleei 1beLma Design FmJmeer isgOT dh Bmdfieg Oe>tgms mLmt Syden Fegwen tvneyh dtiv}RO Cepnclued loosaras ddaedmiPII. Cnpyugb1®2015 R•1 raorlsossar•rdmmeSrdrrli—,Pl.reprodanan d this daasroat,io 0er Imm,is psahibiled+iW nhlen permissimlrom A•1 PoofTn,ssrs•Nmmel aaniner,P.F. Orlando,FE 32832 " Job Truss Truss Type QtY Ply Std Pac/6812 EL A A0528936 61634 B03 Hip 1 1 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:03 2015 Page 1 ID:FJM?bX pxJB Wb W8ogQ I llUfzJdIJ-bzNyK4NTEEdFaVoYCXcZgAOBsr-Nsehxykn mgd8z5Lso -1.4-0 5-5-14 9 0 0 12 4 0 15-10-1 21-4-0 1 4 0 5-5-14 3-6-2 3-4-0 3-6-1 5-5-14 4x4= 4x4— Dead Load Defl.=3/16 in 4 5 4.00 F12 1.5x4 1.5x4 3 6 w _ 1 1.5x411 2 7 1 1� d r ee 19 t0 20 98 21 e e 18 22 4x4= 3x4= 3x4= 4x4= 3x4= 9-0-0 12-" 21-4-0 9-0-0 3-4-0 9-0-0 Plate Offsets()(Y)— [2.04-6 Edge}[7.0-4-2 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.25 8-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.48 8-14 >535 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.21 Horz(rL) 0.06 . 7 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-S) Weight:89 lb FT=O% LUMBER- TOP CHORD 2x4 SP No.2 2)Wind:ASCE 7-10;Vult=170mph(3-second gust) BOT CHORD 2x4 SP M 30 Vasd=132mph;HVHZ;TCDL=5.Opsf;BCDL=5.0psf; WEBS 2x4 SP No.3 h=25ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS OTHERS 2x4 SP No.3 BRACING- (envelope)and C-C Exterior(2)zone;cantilever left TOP CHORD and right exposed;C-C for members and forces& Structural wood sheathing directly applied. MWFRS for reactions shown;Lumber DOL--1.25 plate BOT CHORD grip Provide adequate Rigid ceiling directly applied. 3)Provide adequate drainage to prevent water ponding. MiTek recommends that Stabilizers and required 4)Plate(s)atjoint(s)1,4;5,7,2,10,3,8 and 6 cross bracing be installed during truss erection,in checked for a plus or minus 0 degree rotation about its accordance with Stabilizer Installation guide. center. 5)Plate(s)at joint(s)9 checked for a plus or minus 5 REACTIONS. (lb/size) degree rotation about its center. 7 = 959/0-8-0 (min.0-1-8) 6)This truss has been designed fora 10.0 psf bottom 2 = 1055/0-8-0 (min.0-1-8) chord live load nonconcurrent with any other live Max Horz loads. 2 = 91(LC 8) 7)'This truss has been designed for a live load of Max Uplift 20.Opsf on the bottom chord in all areas where a 7 = -418(LC 7) rectangle 3-6-0 tall by 2-0-0 wide will fit between the 2 = -529(LC 6) bottom chord and any other members. Max Grav 8)Provide mechanical connection(by others)of truss 7 = 959(LC 1) to bearing plate capable of withstanding 100 lb uplift at 2 = 1055(LC 1) joint(s)except at--lb)7=418,2=529. 9)This truss has been designed for a moving FORCES. (lb) concentrated load of 200.0Ib live located at all mid Max.Comp./Max.Ten.-All forces 250(lb)or less except panels and at all panel points along the Bottom Chord, when shown. nonconcurrent with any other live loads. TOP CHORD 10)This truss design requires that a minimum of 7/16a 2-3=2060/1867,3-4=-1674/1480, structural wood sheathing be applied directly to the top 4-5=-1560/1465,5-6=-1674/1481, chord and M."gypsum sheetrock be applied directly to 6-7=-2069/1875 the bottom chord. BOT CHORD 2-18=1165/1792,2-19=-1658/1905, 10-19=-1658/1905,10-20=-1169/1560, LOAD CASE(S) 9-20=1169/1560,8-9=1169/1560, Standard 8-21=1667/1915,7-21=-1667/1915, 7-22=1346/1802 WEBS 3-10=-434/548,4-10=-176/333, 5-8=182/332,6-8=-445/560 NOTES- 1)Unbalanced roof live loads have been considered for this design. Nmoiag-Tdemeronw�ty,eriWIselA 100rnmslSrsm(e1,e(In1111 Tim 9(nMDIMSOSTaY(ei•eu inA(uiDwimrAW corm.PnaPaesigpmomnea..ar<woon,ao,>nsrr.,,Dedgmo,�.g(mgmdme YooeelYmeeer,PEtetnemelheel6efine ou.6sien ederriu sttled entAa lDD,adj MANUEI MARi1NEI,P.E. QASTek mnaMm platesshut be ned lamaIDDhbeaohd.0.saTmn Design[•g®en(s,Spedvlryfogioea(;tEe seal onoq TDD,,V,'-soemigt.eofIgepminsfoanl eapimeimgsnpoeu'6iGIJ Im Ife desige el Re sv�g4lrossdcp;mdmlce mD.ery,wdn TPrI.me dnig,.r:emp��ee,ieeryro�nee,, ' suMotiBry cm!use ofArisDuss ter any Pudding is ihe,asp.Wity olthe Mecer,IheDeer seulhoueed ogeelm Me Doildiegbesigne4 ie The cewm d the li4 the lb(.@etadbaddi;sole aadiPi I,The oppip.1014TMDend my,fiek uu ofWm6s,iseW.1loedri%seems.imidefin ord bimmg,Sid be the #041182 rnpo.ubdiry oltbe ealdmg Dadgoer oad(aeDedoi.An note,Set om ie IkeTDDaad the p,mfitesmd gridehnSIMb1diag(ompdnedraidy hfe—fiaa(e(SQpoblished by TPl emSPlA me refeieemdforgeoerel gaidwe.rM1 defioeslAernpoatkiDDes and dadm of the lm,s Dedgaar,Lun Desipa Fagineaned I0019(horllon(ir. Trms YaaafiSMn,ea!en ofbnely Magid 4.(aahmtageed apaa is e,"by 4pm,inlewhed.The iron NA.fogmeer is YMI the Puwag Defigam m mess Sfd-fagiaee,hr aey bddng.AO CapDalued terns me os ddmed 6I1'I I. CoprrightO7DlS A•I PaaTTmnas•NaaeelYaAmq Pf.Peprodwnoa d this door,meet,ie a�Imm,is pabi6ited.ilb nittm pnmissim hem AJ PoalTmsos-Noaael Yenae;P.f. Orlando,FL 321132 Job Truss Truss Type Qty �PIY IStdPac/6812ELA 61634 BO4 Hip Girder 1 1 AO528937 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design®altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:03 2015 Page 1 ID:FJM7bXpxJ B WbW8ogQlllUfzJd IJ-bzNyK4NTEEd FaVoYCXcZgAOAEcJsee8ykn mg d8z5Lso 1�0 7-0-0 10 8 0 14-" 214-0 1 4-0 7-" 3 8-0 3-8-0 741-0 _ Dead Load Dell.=5/16 in 5x8 1�x4 II 5 = 4.00 12 N 6 v, 1.Sx411 2 u) 1 e d e � 20 21 t0 22 9 8 23 7 24 25 3x6= 1.5x4 11 5x10 MT20HS= 1.5x4 11 3x6= 5x8= 740-0 10 8 0 144-0 214-0 7 0 0 3 8 0 3-8-0 740-0 Plate Offsets(X,Y)— [3:0-5-4,0-2-81,[5:0-5-4,0-2-81,[9:0-4-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.28 9 >921 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.51 9 >505 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz( Q 0.13 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:89 lb FT=O% LUMBER- TOP CHORD 2x4 SP M 30*Except- NOTES- T2:2x4 SP No.2 1)Unbalanced roof live loads have been considered BOT CHORD 2x4 SP M 30 for this design. LOAD CASE(S) WEBS 2x4 SP No.3 2)Wind:ASCE 7-10;Vult=170mph(3-second gust) Standard OTHERS 2x4 SP No.3 Vasd=132mph;HVHZ;TCDL=S.Opsf,BCDL=5.Opsf, 1)Dead+Roof Live(balanced):Lumber Increase=1.25 BRACING- h=25ft;Cat.II;Exp Q Encl.,GCpi=0.18;MWFRS Plate Increase=1.25 TOP CHORD Uniform Loads(plo (envelope);cantilever left and right exposed;Lumber Structural wood sheathing directly applied or 2-3-2 oc Vert 1-3=70,3-5=70,5-6=70,12-15=20 DOL=1.25 plate grip DOL=1.25 puriins. � Concentrated Loads(lb) BOT CHORD 3)Provide adequate drainage to prevent water Vert:3=146(F)5=-146(F)8=-44(F)10=-353(F) ding. Rigid ceiling directly applied or 5 4-9 oc bracing. pon 9=44(F)4=-114(F)7=-353(F)18=114(F) 4)All plates are MT20 plates unless otherwise MiTek recommends that Stabilizers and required indicated. 19=114(F)22=-44(F) cross bracing be installed during truss erection,in 5)Plates checked for a plus or minus 0 degree accordance with Stabilizer Installation guide. rotation about its center. 6)This truss has been designed for a 10.0 psf bottom REACTIONS. (lb/size) chord live load nonconcurrent with any other live 6 = 1694/0-8-0 (min.0-2-0) loads. 2 = 1792/0-8-0 (min.0-2-2) 7)•This truss has been designed for a live load of Max Horz 20.Opsf on the bottom chord in all areas where a 2 = 78(LC 4) rectangle 3-6-0 tall by 2-0-0 wide will fit between the Max Uplift bottom chord and any other members. 6 = -817(LC 5) 8)Provide mechanical connection(by others)of truss 2 = -928(LC 4) to bearing plate capable of withstanding 100 lb uplift at Max Grav joint(s)except Qt=1b)6=817.2=928. 6 = 1694(LC 1) 9)This truss has been designed for a moving 2 = 1792(LC 1) concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, FORCES. (lb) nonconcurrent with any other live loads. Max.Comp./Max.Ten.-All forces 250(lb)or less except 10)"Semi-rigid pitchbreaks with fixed heels"Member when shown. end fixity model was used in the analysis and design TOP CHORD of this truss. 2-3=4157/1985,3-18=4432/2191, 11)Hanger(s)or other connection device(s)shall be 4-18=-4432/2191,4-19=-4432/2191, provided sufficient to support concentrated load(s)146 5-19=4432/2191,5-6=-4162/1998 lb down and 182 lb up at 7-0-0,114 lb down and 120 BOT CHORD Ib up at 9-0-12,114 lb down and 120 lb up at 10-8-0, 2-20=1419/2737,2-21=1834/3866, and 114 lb down and 120 lb up at 12-34,and 146 lb 10-21=-1834/3866,10-22=-1839/3894, -down and 182 lb up at 14-4-0 on top chord,and 353 9-22=1 83913894,8-9=1801/3900, lb down and 139 lb up at 7-0-0,236 lb down at 9-0-12 8-23=1801/3900,7-23=1801/3900, ,236 lb down at 10-8-0,and 236 lb down at 12-34, 7-24=1797/3872,6-24=1797/3872, and 353 lb down and 139 lb up at 14-3-4 on bottom 6-25=1446/2838 chord. The design/selection of such connection WEBS device(s)is the responsibility of others. 3-10=71/590,3-9=375/1009, 12)In the LOAD CASE(S)section,loads applied to the 4-9=542/421,5-9=-368/1032, face of the truss are noted as front(F)or back(B). 5-7=-77/573 w.rong•etmebmoogerrrerie.roekrmDtrms[s(vntr6wxtguttuDlmrmnaMrDssgwsgrgDmlumm�rostuD+rm,mynaya<,gnporomn�eosa,eeeooaswAt,rm,eedgele.uglmDlmekuonsalaamed,ptrerneenuniktmeue.adee,ehe.uvmmooroetw,e.p MANUEL MARTINEZ,P.E. �Igreh m.eederpkln,Ad k eud for Me IDDm k sogd.k oTmss Dedgo Fegmen(e,Spedalry fnpnaltk sad oo wyTOD mpreudsoe oaeptowe.nk prolnduml npmenrtgmp.n,�ibniq Re dnigc dtis wgleTrmsdcpuled m De IDD.nIy,wdw 7P41.The deilg,.s,anptiom,Imd g<m&tia,, I uitobigry wd u,eol IN, lw mp leodigh do m,pami67Ayonh,O.en,McOmn's eutl�omedapcul orMegoDdv!g Desigon,m lhemoterld the 114fh,Xthe krd hddmg mla Q101.1,The opproeel.1drMond ony geld e,e dlh lrun,i ,69 hndb&s%.p,in Alm.and brodl.shag be the #047182 rwpwvtdlN nl Me l:dl�rng DeilgoerooaCom.srotJlnww swowmthe IDD cedth.prwgms aed grid.h.e,dthe hildiog Carep-IS.lety ld.—D,P(Sllpubg,hed by Tnaed SrQwuelereued1wgmer.Igniaente.rPFl definesMetesponBtligw and Met ahthUmNsIg-jiunDesign Snginserond 10819(horllDn(ir. rm s.�mm.w,enu odendueeg..alyareogw,eg.d.peaie.mgnyegpwMwaldrkTs.nadg.r.gmewi,gartkre�yDedgewwuewsyae Fag�ewmr.eybnlAagm[ePleg,dte swea,aefi.eemmla. ' (opyright®rDISA•Itoanm,,es-Y®oelYxluva,PLgepmdwHa.dthndatume.t,i.rmylwm,i,p,ohTited•ithrnitlmpermis,iaeframA•IgooSTm,ms•Llmoeillor,uro;P1 .OrlondD,FL32832 +Job Truss Truss Type 41Y �Ply �Std Pac/6812 EL A 61634 B05 Half-Hip Girder 1 _AS A0528938 3 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 17 15:26:04 2015 Page 1 ID:FJM?bXpxJBWbW8ogQlllUfzJdIJ-39xLXQO5 Yl6CENImF7oMOxlgOegNz?6yRVElAaz5Lsn 1�0 11 5-0 15 8513 123-0 16-4-14 2 M 1-0-0 11 4-1-15 3Ji-14 3-9-7 4-1-10 4-1-10 5x8 1.5x4 11 8x12= Dead Load Defl.=5/16 in 5 6 7 4.00 12 3x8 4 1.5x4 II 3L 3 0 h 1.5x4 II 2 1Hj d 23 3 19 17 14 13 12 11 9 8 3x10— 4 I 2x4 11 8x8= 5x6= 5x8= 4x4 11 1'�4' MT20H5= 6x6= 1-2-8 0-11-0 5A15 8-5.13 12-3-4 16414 20�8 2,40 11 3-10-7 3-4-14 3.9.7 4-1.10 4-1-10 0•-8 o-3-a - Plate Offsets(X Y)— [5:0-5-4,0-2-81,[7:0-1-12,Edgel,[8:Edge,0-3-81,[9:0-2-0 0-2-81,[11:0-3-0,0-4-81,[12:0-3-8,0-4-81,[15:0-7-0,Edgel 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 0.94 Vert(LL) 0.29 12-13 >846 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(Q -0.52 12-13 >472 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.93 Horz(rL) 0.10 23 n/a n/a BCDL 10.0 Code FBC201 O/TPI2OO7 (Matrix-M) Weight:490 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 8)This truss has been designed for a 10.0 psf bottom BOT CHORD 2x4 SP M 30-Except' BOT CHORD chord live load nonconcurrent with any other live B2:2x6 SP 240OF 2.OE,B3:2x6 SP No.2 2-24=-4802/9563,2-16=-8232/16577, loads. WEBS 2x4 SP No.3*Except' 16-25=8232/16577,2 5-26=8 2 3 2/1 6 57 7, 9)*This truss has been designed for a live load of W2,W9,W4:2x4 SP No.2 15-26=8232/16577,13-29=572/1154, 20.Opsf on the bottom chord in all areas where a OTHERS 2x4 SP No.3*Except* 29-30=572/1154,12-30=572/1154, rectangle 3-6-0 tall by 2-0-0 wide will fit between the BL1:2x8 SP No.2 12-31=-6515/13206,31-32=6515/13206, bottom chord and any other members. BRACING- 32-33=-6515/13206,11-33=6515/13206, 10)Bearing atjoint(s)23 considers parallel to grain TOP CHORD 10-11=-4641/9544,10-34=-4641/9544, value using ANSVTPI 1 angle to grain formula. Structural wood sheathing directly applied or 3-5-15 oc 34-35=4641/9544,9-35=-4641/9544, Building designer should verify capacity of bearing purlins, except end verticals. 9-36=528/1086,8-36=528/1086 surface. BOT CHORD WEBS 11)Provide mechanical connection(by others)of truss Rigid ceiling directly applied or 10-0-0 oc bracing. 13-15=-78/503,3-15=-134/391, to bearing plate capable of withstanding 100 lb uplift at Except: 4-12=1457/3207,4-11=5300/2684, joint(s)except at--lb)2=3259,23=4146. 9-11-0 oc bracing:16-22 5-11=3135/6441,5-9=-4673/2357, 12)This truss has been designed for.a moving 7-9=-4593/9533,14-16=-223/541, concentrated load of 200.01b live located at all mid REACTIONS. (lb/size) 12-15=-6092/12354,4-15=1904/3852 panels and at all panel points along the Bottom Chord, 2 = 6591/0-8-0 (min.0-2-9) nonconcurrent with any other live loads. 23 = 8661/0-8-0 (min.0-1-8) NOTES- 13)"Semi-rigid pitchbreaks with fixed heels"Member Max Horz 1)Special connection required to distribute bottom end fixity model was used in the analysis and design 2 = 271(LC 4) chord loads equally between all plies. of this truss. Max Uplift 2)3-ply truss to be connected together with 12d 14)Hanger(s)or other connection device(s)shall be 2 = -3259(LC 4) (0.131"x3.25'1 nails as follows: provided sufficient to support concentrated load(s) 23 = 4146(LC 4) Top chords connected as follows:2x4-1 row at 0-7-0 4314 lb down and 1929 lb up at 7-2-6,1573 lb down Max Grav oc. and 761 lb up at 9-0-12,1573 lb down and 765 lb up 2 = 6591(LC 1) Bottom chords connected as follows:2x4-1 row at at 11-0-12,1578 lb down and 772 lb up at 13-0-12, 23 = 8661(LC 1) 0-7-0 oc,2x6-3 rows staggered at 0-4-0 oc. 1581 lb down and 741 lb up at 15-0-12,and 1587 lb Webs connected as follows:2x4-1 row at 0-9-0 oc, down and 737 lb up at 16-1-12,and 1723 lb down and FORCES. (Ib) Except member 6-9 2x4-1 row at 0-4-0 oc. 763 lb up at 17-11-12 on bottom chord. The Max.Comp./Max.Ten.-All forces 250(lb)or less except 3)All loads are considered equally applied to all plies, design/selection of such connection device(s)is the when shown. except if noted as front(F)or back(B)face in the responsibility of others. TOP CHORD LOAD CASE(S)section.Ply to ply connections have 2-3=-17591/8539,34=16914/8292, been provided.to_distribute only loads noted as(F)or 4-5=-9911/4789,5-6=-6522/3140, (B),unless otherwise indicated. LOAD CASE(S) 6-7=-6522/3140,8-19=28W701, 4)Wind:ASCE 7-10;Vult=170mph(3-second gust) Standard 7-19=287/701 Vasd=132mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf; 1)Dead+Roof Live(balanced):Lumber Increase=1.25 BOT CHORD h=25ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS Plate Increase=1.25 2-24=-4802/9563,2-16=-8232/16577, (envelope);cantilever left and right exposed;end Uniform Loads(plf) 16-25=-8232/16577,25-26=8232/16577, vertical right exposed;Lumber DOL=1.25 plate grip Vert:1-5=70,5-7=70,16-20=-20,8-17=20 15-26=-8232/16577,13-29=572/1154, DOL=1.25 Concentrated Loads(lb) 29-30=572/1154,12-30=572/1154, 5)Provide adequate drainage to prevent water Vert:10=1578(F)9=1587(F)30=3765(F) 12-31=-6515/13206,31-32=-6515/13206, ponding. 31=1573(F)33=1573(F)35=1581(F)36=1712(F) 32-33=-6515/13206,1 1-33=651 5/1 32 06, 6)All plates are MT20 plates unless otherwise 10-11=4641/9544,10-34=4641/9544, indicated. 34-35=-4641/9544,9-35=4641/9544-, 7)Plates checked for a plus or minus 0 degree 9-36=528/1086,8-36=528/1086 rotation about its center. Nuniv-Plemetimmgetyrevien the-1.1200F110SS0('fOlErI,Rallit Orb}A(olinnodS(USIOY(P('BDI(r)AMOM(DG(SWIn,mV.4desipoparmnders and read ooN!wtis(ro!!Detigoara.nplrDD)milbe YmaclYm!iaeyyt.rdummSbeet Eehre ou.tatt-6-iundMwthODDanty gAAOEI MARTINEZ,P.E. �WTeS renuner plelnsM1vl6e used Ivr the IDD h be mrid.AsaTmss Design[agiveer(e.,SpeddtyEagwemLdm ual ovvrylDD represetlsar vmeptame of IM1e prdudrnel ngiveuiagrnpmsddGry tm@<des'ge d@e imghLmsdep,tkd cvtbe TDD ovy,anduTPFI.TAe dmigv vssmvp!oes,lavd'mgevvdiOvn, I - Wrmbililyw us,ohhisTms,fan gbildingisthetopensibiroyothroan,the News rulhmardagedserboodirgDesitt"t,in the metrdolthe11(the11r.tiblmaivildialWeaedVIR The vppravoldtheTDD end any fiddusealthsTiussJuMtmgbmdGmystotege,iadalbGm and bintmy this bethe #04T182 respvrdbdaY al@e Ivildmg Designerend(odrenvr./1 mtes sdvd a the 1D0 end Ibe pmrdm ved gddernnrf the dvi8ing CompeneuSoleN lolormafiw(d(SIJ pvSlished by IPI and flGme raterenmd br geeenlgaidame,IP41 debnssMetespms@50rs and dahet vi!bc im i Dedgnardmn Design hgmeer and Im!sYuvloMrer,va'essvlMnlse defued byafmhvttvgued apvaia odcg by vnpmres mvlaeA lbe Loss Deuge lmpmeer isN0l Me luldmg OeugrcrmLass Srss-Fngmear luvrytrailmvg.lO Capileyned terns ermdebeedloiP}I, - 100)9 QIOrltaa(1r. Cvpyrigbt®DDIg A•I rmSlmsses•Ymael Ilmlmer,Pi.Deprvdmfiav vFtAis dvwroef,ie any loan,is prvhibited.ilh.rittm pumissivvfrom A-1 Yaaf Tmsses-Bowel aenaer,P.E. Orlando,FL 32837 Job Truss Truss Type Qty Ply Std Pac/6812 EL A 61634 B06 Common 3 1 A0528939 Job Reference(optional) Al ROOF.TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 17 15:26:05 2015 Page 1 ID:FJM7bXpxJBWbWBogQlllUfzJdIJ-XLVjkmPjlstzgpyxKyel vbUUDQ3Z6agFB5Fnil z5Lsm -1 0 6-10-9 10 4 0 13 917 20-M 1�0 6-10-9 3b7 3-57 6-1 0-9 4x4= Dead Load Defl.=1/4 in 4 4.00 F12 1.5x4 3 5 T 1 1.5x4 II 2 6 1 e B1 B1 e e 16 7 17 e ° d 15 18e 4x4= 5x8— 3x6= 104-0 20-M 104-0 104-0 Plate Offsets(X,Y)— [2:0-4-6,Edgel,[7:0-4-010-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.30 7-11 >818 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.56 7-11 >441 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(rL) 0.05 6 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-S) Weight:84 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 2)Wind:ASCE 7-10;Vult=170mph(3-second gust) BOT CHORD 2x4 SP M 30 Vasd=132mph;HVHZ;TCDL.=5.0psf,BCDL=5.Opsf, WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 h=25ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS BRACING- (envelope)and C-C Exterior(2)zone;cantilever left TOP CHORD and right exposed;C-C for members and forces& Structural-wood sheathing directly applied. MWFRS for reactions shown;Lumber DOL=1.25 plate BOT CHORD grip DOL=1.25 3)Plates checked for a plus or minus 0 degree Rigid ceiling directly applied. rotation about its center. MiTek recommends that Stabilizers and required 4)This truss has been designed for a 10.0 psf bottom cross bracing be installed during truss erection,in chord live load nonconcurrent with any other live accordance with Stabilizer Installation guide. loads. 5)'This truss has been designed for a live load of REACTIONS. (Ib/size) 20.Opsf on the bottom chord in all areas where a 6 = 929/0-8-0 (min.0-1-8) rectangle 3-6-0 tall by 2-0-0 wide will fit between the 2 = 1025/0-8-0 (min.0-1-8) bottom chord and any other members. Max Horz 6)Provide mechanical connection(by others)of truss 2 = 101(LC-8) to bearing plate capable of withstanding 100 lb uplift at Max Uplift joint(s)except at--lb)6=392,2=502. 6 = -392(LC 7) 7)This truss has been designed for a moving 2 = -502(LC 6) concentrated load of 200.01b live located at all mid Max Grav panels and at all panel points along the Bottom Chord, 6 = 929(LC 1) nonconcurrent with any other live loads. 2 = 1025(LC 1) 8)This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top FORCES. (lb) chord and%'gypsum sheetrock be applied directly to Max.Comp./Max.Ten.-All forces 250(Ib)or less except the bottom chord. when shown. TOP CHORD 2-3=1845/1673,3-4=-1429/1291, LOAD CASE(S) 4-5=1 430/1292,5-6=-1 850/1678 Standard BOT CHORD 2-15=1406/1912,2-16=1451/1688, 7-16=1451/1688,7-17=1456/1694, 6-17=1456/1694,6-18=-1587/1959 WEBS 4-7=-573/687,5-7=-467/625, 3-7=-461/619 NOTES- 1)Unbalanced roof live loads have been considered for this design. Kemkg.ek-lb—ArerlietheYT1001Te=r%1ff1,OUR 1(PYli(OYOIIIORS(USMR('BUMA(POMID6(MBlrformPerAy dap pe—denedren(eoteimS,TtusD ip0-kj(WmdtheYonuetWrtieeyPLlehreeteSheetbehreuu.IdtkaAuvimlimedwMeM.w0y MANUELMARIINEI,P.E. Q151eh rambler pldgshJ k nted In IAe IDO b6e ea<d.At oTmu Onige Eagken(e,Spadly Fngmea�,s6e sealmo.ylDD upeuds m areprmreoll6ipmfnsieming;o<n¢jnspeutk'dli P Iw Me Lnya of Mt task Trmsdepined ee me mD emy,ondn TPBI.me d�i�,esse�eee,too�g to�.t, ' seihYlityanduseolt6isLotsrornRlondi,yitlhereganu'k"MyoflheOMweIM1eO.nersaoMmimdogemorMeRdffoyDngner,isthemehndihali4t6e1lLtlelad6agdmBrodaordiPf.1.MeappnoldthelODandoeyBelduseolMaTrun,ledndmp6ondgrry,storage,inhOotianandhraimp,sho06eMe #D47182 nspoeti6diq of Me duUding Origner and Coatremt.AN mtn snout intln TO and 16e pnsfinsad gridthestit6e Beading Csmpemn Schty left mafipe 0611pe6Dshed by IN miZEA we refermadhr geeerel gaidmre.1XI defines the respposb5fles and d0m d tlu Tron Ossiper,lmn Deign hginem snd ImaYmhmen,eelnsaMeMu defieed hye(eatrrtog,eed npm ie nncg byaBpmyahreSd TheLan Dedge Ingmeer isN81 Me Bonding Detgen a l—Syssm rngnen for ny Wtday m 1*dhedtnns oe a defied iaTP11. 10019 ChOrltoq Cit. • (apyrighl®701SA•IlaafTmssenYmuelYnrluee,Pf.RepedatfimoiMitd-1,i-eylmo,ispahi6itedWh M.per MiaahnnA•1RmlT-set•YomelYMlnes,P.L Orlando,Ft32832 4 Job Truss Truss Type Qty Ply �Std Pac/6812 EL A 61634 B07 Hip 1 1 A0528940 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@attruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:05 2015 Page 1 ID:FJM?bXpxJB WbWBogQlllUfzJd IJ-XLVjkmPjlstzgpyxKyel vbUM04a6bSFB5Fnil z5Lsm 5-5-14 9 0 0 11 8 0 15-2-2 20 8_ o 1�0 5-5-14 3 6 1 2-8-0 3-6-2 5-5-14 4x4— Dead Load Defl.-=3/16 in — 4x4= 4 5 4.00 12 1.5x4 1.5x4 3 6 c� 1 A 1.5x411 2 7 n 1 I� d as a 18 9 19 8 20 17 21 4x4= 3x4= 5x8= 4x4= 9-0-0 11 8-0 20-8-0 9-0-0 2 8 0 940-0 Plate Offsets(X Y)— [2:0-4-2 Edge] [7:0-3-10,EdgeL[8:0-24,0-3-0] 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 0.68 Vert(LL) -0.23 9-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(fL) -0.45 9-16 >547 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.21 Horz(rL) 0.06 7 n/a n/a BCDL 10.0 Code FBC2010/T'PI2007 (Matrix-S) Weight:87 lb FT=O% LUMBER- TOP CHORD 2x4 SP No.2 2)Wind:ASCE 7-10;Vult=170mph(3-second gust) BOT CHORD 2x4 SP M 30 Vasd=132mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf; WEBS 2x4 SP No.3 h=25ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS OTHERS 2x4 SP No.3 BRACING- (envelope)and C-C Exterior(2)zone;cantilever left TOP CHORD and right exposed;C-C for members and forces& Structural wood sheathing directly applied. MWFRS for reactions shown;Lumber DOL--1.25 plate .25 BOT CHORD grip Provide adequate Rigid ceiling directly applied. 3)Provide adequate drainage to prevent water ponding. MiTek recommends that Stabilizers and required 4)Plates checked for a plus or minus 0 degree cross bracing be installed during truss erection,in rotation about its center. accordance with Stabilizer Installation quide. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live REACTIONS. (lb/size) loads. 7 = 928/0-8-0 (min.0-1-8) 6)'This truss has been designed for a live load of 2 = 1026/0-8-0 (min.0-1-8) 20.Opsf on the bottom chord in all areas where a Max Horz rectangle 3-6-0 tall by 2-0-0 wide will fit between the 2 = 91(LC 8) bottom chord and any other members. Max Uplift 7)Provide mechanical connection(by others)of truss 2 = 5103(LC 6) to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=1b)7=403,2=513. Max Grav 8)This truss has been designed for a moving 7 = 928(LC 1) concentrated load of 200.01b live located at all mid 2 = 1026(LC 1) panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. FORCES. (Ib) 9)This truss design requires that a minimum of 7/16" Max.Comp./Max.Ten.-All forces 250(lb)or less except structural wood sheathing be applied directly to the top when shown. chord and%"gypsum sheetrock be applied.directly to TOP CHORD the bottom chord. 2-3=1975/1798,3-4=-1580/1407, 4-5=-1469/1395,5-6=-1627/1442, 6-7=1994/1804 LOAD CASE(S) BOT CHORD Standard 2-17=1123/1740,2-18=-1594/1825, -9-18=1594/1825,9-19=-1099/1469, 8-19=1099/1469,8-20=1600/1844, 7-20=1600/1844,7-21=-1320/1689 WEBS 3-9=-447/556,4-9=-180/342, 5-8=206/345,6-8=-426/544 NOTES- 1)Unbalanced roof live loads have been considered for this design. Warning-Pbmelbw*a em lht'Ad loaf TI0H6)YaillIGIN1111 TINS (OIDI00NS(JS10YE11'gUl[I)A(g10W1F06rN[NPImm.VnJy design paramelenoed read onto ao lAisimss 0eugo 0m.iep000)mdlleldonotlYomnegPi.tdmta!,u,tet bebreo>s.uae!ro�emul!mteoam:mo,oap MANUEL MAYTINEZ,P.L Iuld sovae0er plaleseAvA be med lorfhe IaD tahtohd.h oLov Dmige[agmem(e,SpedolryEagioea),tbe ud co nap IDD repreuoh m mttptome of Iheprolndtoal eegineabgmpoet�ifi7lm D:edeGgt allbesmgk Luss dlpi!kd en Ibe IDDmry,under IPhI.Ibe desi�tssmmptioes,loadmg!m6cou, I so0obiliryanduwoltDisUussloranrrudd'mgistherospamibliryoltAeDrn4lha0rner'somhoruedogemcrlM1a8nldiagDesigner,inlbemahndthdl4thellGthelaalbud&ngtodtoadlPl-I,ThaNpproraldthelDDandanpfieldmeollheTrun,imludnlbaadGng,sbtpge,imtolbuonandbrxiopsha0kihe #047132 respnbdi1yd1ha laifding Dstigaerond(tahadm.Al maasetambtba lOOeed Me prmNms aodgeideloesd Ne BoiNing(tmpanemfalery lafmmoNaa)B6Q pobGsbed by lPi Dad SlLSare raI br go ljpidtare.IM delaestAermpaesEiEN,oad dd,idIN I.%,kggeer,I..0,Np bgbeer and 10019 Chorlton(ir. TmnYacvlemaep annsoih!rrls!defived bra(tnaononeed opon ie rriNagbp cNpmties bwhed.TheLoss Oesigo Fagbem isNO1 tNa lail6tg Oerigoei ar Los!Sltleu Fng'meer for my 6n'Idm}IOftpiio0red(erns me os defned'mlPl-1. (oprright(DT0)S A-I loaf Losses-Maaaelaadinet,Pl.leprodarfitn al this damneel,is onr Imm,Is prohibited•ilb nitlmr permicsioa hem A-1 IooiTmsses-atnuel Nort:nar,P.E. Orlando,FL 32832 I ' Job Truss Truss Type Qty Ply Std Pac/6812 EL A 61634 B08 Hip Girder 1 1 A0528941 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:06 2015 Page 1 ID:FJM?bX pxJB W bV1BogQ lllUfzJd IJ-?Y35y6QLW 9?gRzX7tg9GRpOhXpNgrOLPO1_LETz5LsI 740-0 10 4 0 13 8 0 2043-0 7-0-0 3 4 0 3 4-0 7-0-0 _ Dead Load Dell.=5116 in Sx8 4.00 12 4 r' N ,�CA 6 1.5x411 2 1 e Ira e e 21 10 2223 9 248 7 25 e e d 20 1.5x4 11 5x8- 5x10 MT20HS= 26 3x6— 1.5x4 I I 3x6— 7-0-0 10 4 0 13 8 0 20-8-0 740-0 3 4-0 3 4 0 7-0-0 Plate Offsets(X,Y)— [3:0-54,0-2-81,[5:0-5-4,0-2-81,r9:0-4-0,0-2-121 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.26 9 >966 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.47 9 >531 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.36 HOrz(rL) 0.12 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:87 lb FT=0% LUMBER- TOP CHORD 2x4 SP M 30*Except* NOTES- T2:2x4 SP No.2 1)Unbalanced roof live loads have been considered BOT CHORD 2x4 SP M 30 for this design. LOAD CASE(S) WEBS 2x4 SP No.3 2)Wind.ASCE 7-10;Vult=170mph(3-second gust) Standard OTHERS 2x4 SP No.3 Vasd=132mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf; 1)Dead+Roof Live(balanced):Lumber Increase=1.25 BRACING- h=25ft;Cat II;Exp C;Encl.,GCpi=0.18;MWFRS Plate Increase 1.25 TOP CHORD Uniform Loads(pig (envelope);cantilever left and right exposed;Lumber -5= Structural wood sheathing directly applied or 2-5-10 oc Vert:1-3=70,3 -70,5 6=-70,12-15=-20 DOL=1.25 plate grip DOL=1.25 purlins. 3)Provide adequate drainage to prevent water Concentrated Loads(lb) BOT CHORD ponding. Vert:3=146(B)5=-146(B)10=-353(B)9=-44(B) Rigid ceiling directly applied or 5-4-15 oc bracing. 4=-114(B)7=353(B)18=114(B)19=-114(B) 4)All plates are MT20 plates unless otherwise MT 23=44Bek recommends that Stabilizers and required indicated. ( )24=-44(B) cross bracing be installed during truss erection,in 5)Plates checked for a plus or minus 0 degree accordance with Stabilizer Installation guide. rotation about its center. 6)This truss has been designed for a 10.0 psf bottom REACTIONS. (lb/size) chord live load nonconcurrent with any other live 6 = 1665/0-8-0 (min.0-1-15) loads. 2 = 1762/0-8-0 (min.0-2-1) 7).This truss has been designed for alive load of Max Horz 20.Opsf on the bottom chord in all areas where a 2 = 78(LC 4) rectangle 3-6-0 tall by 2-0-0 wide will fit between the Max Uplift bottom chord and any other members. 6 = -808(LC 7) 8)Provide mechanical connection(by others)of truss 2 = -914(LC 4) to bearing plate capable of withstanding 100 lb uplift at Max Grav joint(s)except Ot=lb)6=808,2=914. 6 = 1665(LC 1) 9)This truss has been designed for a moving 2 = 1762(LC 1) concentrated load of 200.01b.live located at all mid panels and at all panel points along the Bottom Chord, FORCES. (lb) nonconcurrent with any other live loads. Max.Comp./Max.Ten.-All forces 250(lb)or less except 10)"Semi-rigid pitchbreaks with fixed heels"Member when shown. end fixity model was used in the analysis and design TOP CHORD of this truss. 2-3=-4064/1961,3-18=-4276/2120, 11)Hanger(s)or other connection device(s)shall be 4-18=-4276/2120,4-19=-4276/2120, provided sufficient to support concentrated load(s)146 5-19=4276/2120,5-6=-4073/1968 Ib down and 182 lb up at 7-0-0,114 lb down and 120 BOT CHORD Ib up at 9-0-12,114 lb down and 120 lb up at 104-0, 2-20=1402/2686,2-21=-1 815/3779, and 114 lb down and 120 lb up at 11-74,and 146 lb 10-21=-1815/3779,10-22=-1820/3806, down and 182 lb up at 13-8-0 on top chord,and 353 22-23=-1820/3806,9-23=1820/3806, lb down and 139 lb up at 7-0-0,236 lb down at 9-0-12 9-24=1773/3816,8-24=-1773/3816, ,236 lb down at 104-0,and 236 lb down at 11-7-4, 7-8=1773/3816,7-25=1769/3788, and 353 lb down and 139 lb up at 13-74 on bottom 6-25=1769/3788,6-26=-1430/2788 chord. The design/selection of such connection WEBS device(s)is the responsibility of others. 3-10=73/571,3-9=-345/953, 12)In the LOAD CASE(S)section,loads applied to the 4-9=-522/406,5-9=-340/948,5-7=-78/575 face of the truss are noted as front(F)or back(B). wamieg-pienero Tlrks r eormnors(bnaxtrl euTrolumomrortwtbr mrae vnby ae go poeamde,aoMtead nMo ce 4k nns Desryn rra.i.gllrblma me Mwad Ho dny rt.ednenre Shed hebreuse.lq kn A.11ise s(ded ne the Nb,ady Qdblei<ovntls,plalnshalkosedrorroelMb-54 dsaimu brig.Inginmtu.,Speddry togmea�(heuolaeay160,ep,esedswnuptomeanhe pmtessi.00l ngivenuympmsmairytmBleagadtlxsiap4Trnsdepkkd ra the lrD eery,undn RFl.the desiy,assulipten,korigread6ots, MANOR MARTINET,P.E. saitobibtyondnaofNO..lo,Mreadingisthernp-ibTayarroeonn,ihef1.ec,i.mboeaedogearorthe1161dirlOnivee,iulhemawlethe116theMCA.ladhd&lr�deaadM-1.paopproralartheIDDoedenrfielduseollFeTrvu,iedod'nrF.andhmysb,cge,imk0o4onandb,ninr,tho06eroe #047182 rnpnsibd'ily of the raaEmg DesigoermdCoenenl,.Al eotrstnaututha lOD eed the peorQuf oed gridere.sdtre roiWug(ompeveM Sdery loMeptieo�rlSQpobl'rch.d by lPl eel SBGae reh,earedfng.eeralgrdemn,IN debnnroe respaesk,Titln wd Met dibelross Nsigsaj—Uesigo 1.0-and 10019(horNon(jr. Tmu YeaoloeNrer,adns a6er.lse deridbyl(andartm,rcd epmivnlegby orpmrinieeehd.IbeT,ottbesfge M9men isbdTl4 BdM6gbesymemhms S(uem feghuer br ory haildm}Ib Cnpkeruedtemsan osddmedntPl.l. CepyughtO21115 A-1 Ball--hinnilladi-,pf.r.pmdurbnn dthk dasran.et,insty l—,is p ssbiNted with mitten p.eminiae hum A4 RooT Tmsset•41om,el Naniner,P.F. Orlando,Ft 32832 I` Job Truss Truss Type Qty Ply Std Pac/6812 EL A A0528942 61634 B09 Common 1 1 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:06 2015 Page 1 I D:VC9g I LcYUJ4wBhYKYRwVKoz8N_H-?Y35y6QLW 9?q RzX7tg9GRpOhvpTlir4H PQI—LETz5Lsl -14-12 444 6 5 4 8 6 4 12-10 6 14-3-4 1�12 4-0 4 4 2-1-0 2-1-0 4 4 1 4 12 4x4= 4.00 F12 1.5x4 II 5 1.5x4 II 4 6 5x6 5x6 3 T1 T1 7 1.5x4 II 2 Ar6 1.5x4 II Ni Ni 1 9 H Hl B1 s 23 Le 24 11 25 a 26 A6 s 3x12 11 11.5x4 11 1.5x4 I I 11.5x4 11 3x12 11 -0 12 4�4 6-5-4 Or 12-10-8 12- 1-4 0 12 4a 4 2-1-0 2-1-0 44-4 12 Plate Offsets(X Y)— [2'0-9-0 0-0-11] [5:0-2-0 0-2-41 [8:0-9-0 0-0-111 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 0.39 Vert(LL) 0.05 10-21 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(fL) -0.04 10-21 >999 240 BCLL 0.0 Rep Stress Iner YES WB 0.11 Horz(fL) -0.02 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight:67 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 2)Wind:ASCE 7-10;Vult=170mph(3-second gust) BOT CHORD 2x4 SP No.2 Vasd=132mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf; WEBS 2x4 SP No.3 h=25ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS OTHERS 2x4 SP No.3 (envelope)and C-C Exterior(2)zone;cantilever left SLIDER and right exposed;end vertical left and right exposed; Left 2x8 SP No.2 1-6-0, porch left and right exposed;C-C for members and Right 2x8 SP No.2 1-6-0 forces&MWFRS for reactions shown;Lumber BRACING- DOL=1.25 plate grip DOL=1.25 TOP CHORD 3)Plates checked for a plus or minus 0 degree Structural wood sheathing directly applied. rotation about its center. BOT CHORD 4)This truss has been designed for a 10.0 psf bottom Rigid ceiling directly applied. chord live load nonconcurrent with any other live MiTek recommends that Stabilizers and required loads. cross bracing be installed during truss erection,in 5):This truss has been designed,for a live load of accordance with Stabilizer Installation uide. 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 REACTIONS.All bearings 0-8-0. bottom chord and any other members. (lb)-Max Horz 6)Provide mechanical connection(by others)of truss 2=-61(LC 7) to bearing plate capable of withstanding 366 lb uplift at Max Uplift joint 2,371 lb uplift at joint 8,196 lb uplift at joint 10 All uplift 100 lb or less at joint(s) and 200 lb uplift at joint 12. except 2=-366(LC 6),8=-371(LC 7), 7)This truss has been designed for a moving 10=195(LC 7),12=200(LC 6) concentrated load of 200.01b live located at all mid Max Grav panels and at all panel points along the Bottom Chord, All reactions 250 lb or less at joint(s) nonconcurrent with any other live loads. except 2=394(LC 17),8=394(LC 29), 8)This truss design requires that a minimum of 7/16' 10=370(LC 27),12=370(LC 25) structural wood sheathing be applied directly to the top chord and'/z gypsum sheetrock be applied directly to FORCES. (lb) the bottom chard. Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD LOAD CASE(S) 34=-176/440,4-5=-207/537, Standard 5-6=-207/536,6-7=-176/442 BOT CHORD 2-23=277/167,12-23=277/167, 12-24=-277/167,11-24=-277/167, 11-25=277/167,10-25=-277/167, 10-26=277/167,8-26=277/167 WEBS 6-10=234/289,4-12=-234/288 NOTES- 1)Unbalanced roof live loads have been considered for this design. 11-mg-Plmte r6moaghFyrenntbe 9d RODf HINSISM101,0IRAI IRAs g(ORDIIIOeS(MMIJRUTWIA(VNOVnFOUAVIr I—Vu9ydeugoporomdm cod read notes onifif Lau hdict.iegRDDlmd[be Mml YarNee4U.ter...Sheelhto—se.dde-1herduuAedonth ol),co1/ MANUFI MARiINEZ,P.L �Mild roneMer pleln did be nsed for Ibe IOD hhe eobd AoeLoss Oespe[ngineer(e,SpednlryFagmeobthe ud oo wy1DD repreunh m oaephn¢ollhs pmfnsioml eepinea�grzepoesry hr Medesge dtAe s®ghLues depirkd en the roD enry,waer Teu.ne aeu�ecsomp[aes,lw6ag<nn&doo, I wNobilityoeduseollgisT�anloronyRuddngislherasponu3fiModtheoner,tAeameipootdoriredagedorlM1eBadticgDnignn,intherodrddlhelRGthe1RC.IbelMdbod&nprodeoediPld,IleapgoroldthelDOendmyfielduseoflhelrvn,imladnpF.ondUig,stage,imtaDafione�Meimg,shoobethe #04/182 rnpoevbrrty of lto raUding Oedgnermd[odrartm.AO mtd sdod iorWlOOend Me prar6mcod gnidefineelMe AaUding[ompnned Solery lotmmoawlB(Sgpobaded 6y lPl vnd SRG on mlenand brpmenl gnideme.IPHdegnesMnespeevbiblYe and dmin of rhx iron WYgnar,Tmn Detign Engineer and 10019(hoTlton(ir. Truss Yaeohourcr,ealess a6er.ise deD.ed 6y o(antroreagred epon io enc�g byo0pnrdn[nohed.The Los De4ge Too,.kNOT the Raldiq Oeugnn mlron Synenpugin-I.ooy h.U.1.e0(ephogred lercrr®e m deNeed MTPTI. (opyrigM®701g A I Rcof lmsseo.YoauelYmtinepPE.ReprodMiao nI this dcamaef,in nny loan,io prohibited ritb rrinen peeminioo hcm A�1 Roof Tmsoeo-Noauel Martiow,P.I. Orlando,FL 32832 ]Job Truss Truss Type Qty Ply Std Pac/6812 EL A- 61634 C01 Common 2 1 - A0528943 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.600 s Oct 3 2014 Print:7.620 s Apr 30.2015 MiTek Industries,Inc. Wed Jun 17 15:26:07 2015 Page 1 ID:FJM?bXpxJBWbW8ogQlllUfzJdIJ-TkdT9SQzHT7h376KRNhV OZpfDgVaSDYfPkumvz5Lsk 5-10-12 10-8-0 15-1-0 5-10-12 4-9-4 i 45-0 4x6= Dead Load Defl.=3/16 in 4 4.06 12 2x4 II 1.5x4\\ T2 5 3 1 n 1.5x4 II 2 1 131 r e 13 7 14 6 12 3x4= 3x4= 5x6- 6-10-12 15-1-0 6-10-12 8-2-4 Plate Offsets(XX,Y)- [6:0-3-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 - Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.25 6-7 >722 360 MT2O 2441190 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(L) 0.03 6 n/a n/a BCDL 10.0 Code FBC2O1OITP120O7 (Matrix-S) Weight:71 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 2)Wind:ASCE 7-10;Vult=170mph(3-second gust) BOT CHORD 2x4 SP No.2 Vasd=132mph;HVHZ;TCDL=5.Opsf,BCDL=5.Opsf; WEBS 2x4 SP No.3 h=25ft;Cat II;Exp C;Encl.,GCpi=0.18;MWFRS OTHERS 2x4 SP No.3 BRACING- (envelope)and C-C Exterior(2)zone;cantilever left TOP CHORD and right exposed;C-C for members and forces& Structural wood sheathing directly applied, except end MWFRS for reactions shown;Lumber DOL=1.25 plate verticals. grip DOL=1.25 BOT CHORD 3)Plates checked for a plus or minus 0 degree Rigid ceiling directly applied. rotation about its center. 4)This truss has been designed for a 10.0 psf bottom MiTek recommends that Stabilizers and required chord live load nonconcurrent with any other live cross bracing be installed during truss erection,in loads. accordance with Stabilizer Installation guide. 5)'This truss has been designed for a live load of 2O.Opsf on the bottom chord in all areas where a REACTIONS. (lb/size) rectangle 3-6-0 tall by 2-0-0 wide will fit between the 2 = 785/0-8-0 (min.0-1-8) bottom chord and any other members. 6 = 653/Mechanical 6)Refer to girder(s)for truss to truss connections. Max Horz 7)-Provide mechanical connection(by others)of truss 2 = 196(LC 6) to bearing plate capable of withstanding 410 lb uplift at Max Uplift joint 2 and 260 lb uplift at joint 6. 2 = -41O(LC 6) 8)This truss has been designed for a moving 6 = -26O(LC 6) concentrated load of 2OO.0Ib live located at all mid Max Grav panels and at all panel points along the Bottom Chord, 2 = 785(LC 1) nonconcurrent with any other live loads. 6 = 653(LC 1) 9)This truss design requires that a minimum of 7/16" Ib structural-wood sheathing be applied directly to the top FORCES. O chord and . gypsum sheetrock be applied directly to Max.Comp./Max.Ten.-All forces 250(lb)or less except the bottom chord. when shown. TOP CHORD 2-3=1326/1148,3-4=-1153/1071 LOAD CASE(S) BOT CHORD Standard 2-12=1102/1143,2-13=1191/1208, 7-13=1191/1208,7-14=-544/554, 6-14=5441554 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. Bening-PL-lbnvpbtrmvimthe'1.1100rrtBSi[SrSDIa],6IXEPAlIrIMSt(OrDIDOAi(JSTOMIII'AO([I'JI(I1Y001IDfdMBII'IormVmilydesipepvrometenmdrmdnemswtdflnssOesirnOrveivp�I00)mdikllonvel(tortieepPl.relumnSheNAehrevu.Ihlessvt5eniuVmrAovbefDD,oely MANUELMAFTINEI,P.E. �(b7eA temrtMplvinsAal k med Itrtk IOD Iv kvo5d Asa Lou DnipeGpiem(se„SptdeDylagimettheseN oomylDD reptesemsm naptame of Da prvlessiemltegmeerugrnyvesaiBly tetk&6p NNssmykT-dtod d mlheTDO eey,eider TPT-1.The de*vssaape'ves,lavfigteafrtaas; ' nimtihryoedonoftbisTmnlamy(erdingitthempemi"Wy04,0amr,theOmeisemkruedvgeNetM1almldmgDesipem,inthemNetldtheXthelrr.tielmvl 069ted-dTP1.1•ThooPp 1.1tkTDDA ny0elduwoflheTruss;ivdudnrbmdDng,stmoge,iesloh6mm,db'.(mysk0beIN #041182 ' t,V.Oft M lha RtVq Deugnerood6dr. t.Almtee sNom otk TOO evd the Wmeaad pcidd sNthe Wildieg Imp-m Way lotormvtae{B(SQpvhDshed bylPl and SB(AmeteLmatedhr gnttelgaidvvn.TX1 debvnMe tesymki4r.,and doles olthe Lei Da0pa Nn WIn regieem and ip019(horNOn(ir. Truss Ynalermrn,amns eOtrdm defined hyv(vahvNageedepvv iv•rBghy aOpmries 6whed.the Lvss0esige fvg'meer is P0T dro BeimiaBDeslgee,m Levs Syeteesfngaen broq kildv}eDCepilofued tmmsen mde(medm1P11. (.FOght®0015 A-Ilmllrasses-Nmuel Wdinet,P.F.Beprodmli-Ithie da t'ieeq lmm,is probibWwilb wifln petmissim hem A4 Pool Tnsns-Nmvel Wien,P.E. OdOnd0,FL 32832 1` Job Truss Truss Type Qty Ply Std Pac/6812 EL A 61634 CO2 Common 22 1 A0528944 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:07 2015 Page 1 ID:FJM?bXpxJBWbMogQ11IUfzJdIJ-TkdT9SQzHT7h376KRNhV OZSBDjHaUyYfPkumvz5Lsk 5-10-12 10-8-0 t s 5 4 _ 214-0 22�0, 1-0-0 5-10-12 4-9-4 a 9 a 5-10-12 1-4-0 ' 4x6= Dead Load Dell.=1/4 in 4 4.00 F12 1.5x4\\ 1.5x4 3 5 cc c 1-.5x441 2 1 6 1.5x411 A 1 1 7 Icj d 19 9 20 8 21 3x4= 3x4= 5x6= 3x4= 6-10-13 14-5-3 21-4-0 6-10-13 7-6.6 6-10-13 Plate Offsets(X Y)— [2:0-2-10,Edge],[6:0-2-10,Edge],[8:0-3-0,0-3-01 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 0.68 Vert(LL) -0.21 8-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -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 FBC2010lrP12007 (Matrix-S) Weight:94 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 2)Wind:ASCE 7-10;Vult=170mph(3-second gust) BOT CHORD 2x4 SP No.2*Except* Vasd=132mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf; B1:2x4 SP M 30 h=25ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 (envelope)and C-C Exterior(2)zone;cantilever left BRACING- and right exposed;C-C for members and forces 8e TOP CHORD MWFRS for reactions shown;Lumber DOL=1.25 plate Structural wood sheathing directly applied. grip Plates checked 3)Plaates checked for a plus or minus 0 degree BOT CHORD rotation about its center. Rigid ceiling directly applied. 4)This truss has been designed for a 10.0 psf bottom MiTek recommends that Stabilizers and required chord live load noncorrcurrent with any other live cross bracing be installed during truss erection,in loads. accordance with Stabilizer Installation cuide. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a REACTIONS. (lb/size) rectangle 3-6-0 tall by 2-0-0 wide will fit between the 2 = 1053/0-8-0 (min.0-1-8). bottom chord and any other members. 6 = 1053/0-8-0 (min.0-1-8) 6)Provide mechanical connection(by others)of truss Max Horz to bearing plate capable of withstanding 513 lb uplift at 2 = 91(LC 8) joint 2 and 513 lb uplift at joint 6. Max Uplift 7)This truss has been designed for a moving 2 = -513(LC 6) concentrated load of 200.01b live located at all mid 6 = -513(LC 7) panels and at all panel points along the Bottom Chord, Max Grav nonconcurrent with any other live loads. 2 = 1053(LC 1) 8)This truss design requires that a minimum of 7/16" 6 = 1053(LC 1) structural wood sheathing be applied directly to the top chord and'/z gypsum sheetrock be applied directly to FORCES. (lb) the bottom chord. Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD LOAD CASE(S) 2-3=-2101/1820,3-4=-1932/1750, Standard 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. wnmbq-neomnnoogMy mrin roe-da hoDFlAmsFsrsmlrl,00neu 11hAld h mhDmoas(Dnadnerhor�A(momlDsFlt1111•mrm redya<agn poromaen nea rm(nntrt oo aas Lms Deago D,n.iegQOD)mAlhe tlenpel anmeeLrt rdawmlheel heareme.I�len pt5er.iu,tded oproeno,edy �Nrd mnneaer pfelnsheh br o,ed for the lDDhhe rand.A,oLov Daige[egmett(.e.,dpeaolry Engmeu),he,eal ooaryIDOrepreuds oe vs<eptome note profnsieaol eogroee,iry,npeoshDilyfor@a dnigedHe sm)Ie cross dspirkdrnlhe IDD wly,ooderTPFI.IDedeugo essompaes,bnd'mg eord�ms, MA NOR MARTINET,P.E. ' seito6ihryandweollNsTmnterrmylundingi,here,Dnmihilaydlkeanw,IheO.ner'reothmisedogedorroehm7diryDe,igner,ulhem0ertd1h.1Kthc11L0,Iwdh W1,,deWWI.5,qp—I.1theTDDondenyfieWneollMLon,(ododaghoed(mg,storage,inrollofionorAhreimy,,haD6ehe #047182 rnpa,ibdiry ellhe halting Dslgnerpna(onneaor.At ro2[setod in the Too end the pmrhrnand piddeesdMehoildngCompenemdolery lolamoYoo(A(SI!pohli,had hpiyi ovd 5g[A me referenmdbrgenenl giidenm lP41 de6nee MeresponlGiHesmddmias ohhe Loss Wugeer,Lun Deugntegineer and 10019 Charlton(ir. irvssYe-ahmxer,eaess otMrdu defied hya(entronoyeed opon in nmyhy dlpmtzs Gwtrel.Re Loss anign Fvgmeo IsX01 he huldingDeilgoe,ar Luss SyYeaEngweer ler nay heDdug.An 6010ud Iumsme m defieed 1.iPl�l. (opyrigM®IRISA-IhoofIms,e,-U—IMMi- I.hepndwfion d IN,dammed,iemq loan,1,prohli led•ilh M.padnionfrnm A-I hedrmsos-9-1 M.Ii-,r.L Orlando,1`132832 Job Truss Truss Type QtY Ply Std Pac/6812 EL A 61634 CA Corner Jack 16 1 A0528945 Job Reference(optional) At ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 17 15:26:08 2015 Page 1 I D:FJ M?bXpxJB WbM og Q I II UfzJdIJ-xwBrN oRc2nFYhHh W?5C kXE67Ad EEJ?Vht3TRJMz5Lsj 0-11-11 0-11-11 3 4.00 12 y 2 1.5x4 II 1 T1 1 Q^ 4 Qa 3x4= 9 0-11-11 0-11-11 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL)_ -0.00 6 >999 360 MT2O 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(fL) -0.00 6 >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 FBC2O10/TP120O7 (Matrix-M) Weight:7 lb FT=O% LUMBER- TOP CHORD 2x4 SP No.2 5)Refer to girder(s)for truss to truss connections. BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 6)Provide mechanical connection(by others)of truss BRACING- to bearing plate capable of withstanding 2 lb uplift at TOP CHORD joint 3,185 lb uplift at joint 2 and 10 lb uplift at joint 4. Structural wood sheathing directly applied or 0-11-11 oc 7)This truss has been designed for a moving pudins. concentrated load of 2OO.0Ib live located at all mid BOT CHORD panels and at all panel paints along the Bottom Chord, Rigid ceiling directly applied or 10-0-0 oc bracing. nonconcurrent with any other live loads. 8)"Semi-rigid pitchbreaks with fixed heels"Member MTek recommends that Stabilizers.and required end fixity model was used in the analysis and design cross bracing be installed during truss erection,in of this truss. accordance with Stabilizer Installation guide. REACTIONS. (lb/size) LOAD CASE(S) 3 = 2/Mechanical Standard 2 = 189/0-8-0 (min.0-1-8) 4 = -1O/Mechanical Max Horz 2 = 61(LC 6) Max Uplift 3 = -2(LC 9) 2 = -185(LC 6) 4 = -10(LC 1) Max Grav 3 = 63(LC 13) 2 = 286(LC 15) 4 = 1O7(LC 14) FORCES.(lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult--17Omph(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 8e 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 2O.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. •W=iq-pl fteogbhyled'ithe'A1 R00FT1%S6rSBttr),GWU111115 9t00I11OAS(1510ASgrrMA(KNOK7SDnYfln' .YuAy de4p.—d—.dredrabs m Vs rre,sDulp DminjoMmd Ike Ywadtlmtieer,PE lderenmIDeetbebrtou."m ederciu stored mthe 100,only µANUEL MARiIUEI,P.E. km...dpbl.*dbe.sedb,SheIDDbb-fid As aTmu Onig.h9ben(.e,SpednOy Fegmm),Ibe,enl maeylDd repeseNs..n,.pa...arlkiMeWeael npbmbympmsbihn br Ike deigedke tiop4Trmsdepided m 16e IOD only,mdn WFI.Ibe dedgr ouamprien,Ioed I,udriois,17b." spomibTdyolthaO.eablAeO..nioothmrsedopedwMvre0dirgDnipner,. #041182 10 Salm bbowlim(ISQpolb,hed by Mete SiQme rebrenedf.r gine.]gaidmu. 10019(horttonCir.,Yeml.d.r,.dn,am�deekedhaeear.daletiepeoie.egr�ovporae>�oned.N%"DWgemgmeni,Nord.-.adiny0.4...«ue„sro.ingbenlnnYhOdg.IDrapnofi,ealem,n.RdaedmsPls. (opogld®2DI S A-11oofTmsse,•YonueS Nodiee4 p.r.Yepmdurlim otShis doamreel,is orcy lan,ie piobibited ril6.iitten parmicsionham A S gooSTrusses•Llmmel Nedine,,P.f. OYIOnd0,FL 32832 • ` I a Job Truss- Truss Type Qty Ply �Std Pac/6812 EL A 61634 CJ3 Corner Jack 4 1 A0528946 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 Mi rek Industries,Inc. Wed Jun 17 15:26:08 2015 Page 1 ID:FJ M?bXpxJ B W bW8ogQlllUfzJd I J-xwBrNo Rc2nFYhHh W?S CkXE67Ad CtJ?Vht3TRJMz5Lsj 2-11-11 011-0 2-0-11 4.00 12 4 1.5x4 II A3 0 2 T1co 1.5x4 II d 1 pV 1 Q• 8 B3 A 14 5 n 13 3x4= B2 1.5x4= 6 7 1.5x4 II 0.11-0 2-11-11 0.11-0 2-0-11 LOADING(psf) SPACING- 2-0-0, CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.01 5-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.01 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(fL) -0.01 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:15 lb FT=0% LUMBER- , TOP CHORD 2x4 SP No.2 4)'This truss has been designed for a live load of BOT CHORD 2x4 SP No.2'Except' 20.Opsf on the bottom chord in all areas where a B3:2x4 SP No.3 rectangle 3-6-0 tall by 2-0-0 wide will fit between the OTHERS 2x4 SP No.3 bottom chord and any other members. BRACING- 5)Refer to girder(s)for truss to truss connections. TOP CHORD 6)Provide mechanical connection(by others)of truss Structural wood sheathing directly applied or 2A 1-11 oc to bearing plate capable of withstanding 56 lb uplift at puriins. joint 4 and 181 lb uplift at joint 2. BOT CHORD 7)This truss has been designed for a moving Rigid ceiling directly applied or 10-0-0 oc bracing. concentrated load of 200.01b live located at all mid MTek recommends that Stabilizers and required panels and at all panel points along the Bottom Chord, cross bracing be installed during truss erection,in nonconcurrent with any other live loads. accordance with Stabilizer Installation guide. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design REACTIONS. (lb/size) of this truss. 4 = 73/Mechanical 2 = 262/0-8-0 (min.0-1-8) 5 = 27/Mechanical LOAD CASE(S) Max Horz Standard 2 = 1-01(LC 6) Max Uplift 4 = -56(LC 8) 2 = -181(LC 6) Max Grav 4 = 73(LC 1) 2 = 335(LC 19) 5 = 223(LC 22) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(Ib)or less except when-shown. TOP CHORD 2-3=-327/90 BOT CHORD 2-13=168/348 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;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. Womiog PYoseMmaagldyrzrinrlbe'kttour TIDSSFSMIFI'011AL1IRAllA SheetbehreaSe.Dnksfo,6er�te+toledontheTDD,ody MANUEIMARTINEI,P.E. AWhA mnoerterploles shot be used for Me IDD Fo beeoud.Is oTmn Dnigo ragioeer(.e,Spedohy Fngmeo),16e seal o0 ogIDD«preurdsoo mreplome of the prolessianol eeginmisy rtspons3iNy Ior fttdeYge elfbe smgkTrms depirl d en the MD ooty,undo,TPH..Ihe desi�ossmopf,om,bormgemdidoet; I saooEiGlyotdmoaSlhisTmu(o,mTguldirtgislhnespamibirilyoSllrtO�neLlhoorne,•somhariudngMo,meomldiDesignehinlbemepelvlfhen6thelgC.Ihe1xo16uiCmgrodeaedlPld.RaoppmalolthelDDando,gfieldmeolMerrvre,InrluQngF.ondGiry,sbmgv,intoDolimondbmimgshaDbetha #04I182 ' rmpoosibditYetlberulldiogDedgoerend(onhotlm.'ADnitretetoNiolAeiDOendthepmrfimtandgside5oesolNeruilding[ompanemSofetyloforowtiw(8(SlJpoblished6ylPlandSeQmerchrenmdtr,qme,elgnidenmlP4ldebnestAe,esponslibtNsanddodosol,AehnssWilgear,TmnDesignEegineernil 10019(horllon(if. Tmss YacoFomne,,mless ethndse deRwd 6y o(entrottoe,eedapon in vrkng by ollpwfia heohed.1de Lnss DeYgo Fngtreer n NOTtAe ruiWing geslgrm,or Lms Syuen(nginor br ory huild;eg All Cepimlired trrmsme.debeed in TPI-1. Cepydght®2015A•IhfTmm 9m lAArfiner,P.E.Reproduslionatlhisdommeet,inanylarm,ispmbibitedwitbniffmpermissinhemAARoofT—es•NonuelNmti—,P.E. Orlando,Fl.32832 Job 61634 Truss Truss Type aty Ply 1 St d Pac/68_12 EL A CJ3C Corner Jack 7 A0528947 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:09 2015 Page 1 ID:FJM?bXpxJBWbMogQlllUfzJdIJ-P7kDa8SEp4NOJRGiZojz3Relwl Xs2Slr6jD?roz5Lsi 2-11-11 2-11-11 3 4.00 F12 ro o � 2 Ti d 1.5x4 II- B1 1 10 4 3x4=9 2-11-11 2-11-11 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 0.28 Vert(LL) -0.01 4-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.01 4-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL • 10.0 Code FBC2010/fP12007 (Matrix-M) Weight:13 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2BOT 4) This truss has been designed for a live load of OTHERS ERS 2x4 SP No.3 CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a OTH rectangle 3-6-0 tall by 2-0-0 wide will fit between the BRACING-TOP CHORD bottom chord and any other members.Structural wood sheathing directly applied or 2-11-11 oc 5)Refer to girder(s)for truss to truss connections.pud6),Provide mechanical connection(by others)of truss BOT C.HORD to bearing plate capable of withstanding 56 lb uplift at ROT C Rigid ceiling directly applied or 10-0-0 oc bracing. joint 3 and 182 lb uplift at joint 2.7)This truss has been designed for a moving MiTek recommends that Stabilizers and required concentrated load of 200.0Ib live located at all mid cross bracing be installed during-truss erection,in panels and at all panel points along the Bottom Chord, accordance with Stabilizer Installation guide. nonconcurrent with any other live loads. 8)"Semi-rigid pitchbreaks with fixed heels"Member REACTIONS. (lb/size) end fixity model was used in the analysis and design 3 = 71/Mechanical of this truss. 2 - 254/0-8-0 (min.0-1-8) 4 = 31/Mechanical Max Horz LOAD CASE(S) 2 = 101(LC 6) Standard Max Uplift 3 = -56(LC 8) 2 = -182(LC 6) Max Grav 3 = 71(LC 1) 2 = 328(LC 15) 4 = 225(LC 17) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-280/52 BOT CHORD 2-9=-127/292 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;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. W-mg-Ple.A.,nMyiei ne'Ai1RODI'MRSM11/7,01gt11gpkfA(ONMRONSCn1DNRrgN[t7A(D1OYATD61NWImm.veiny d.sipp.—ehnwdrml Dotes mnis hasDeugr merieppDO�rnd netlwuel Ynroeey pl edummked6elareme.Dokss oderriu++med Done IDD,ody AOleg mveeder plmmdrol be used los ne lODmkmfid.Asormn Onigo[og�oeer�.r.,SpedoNy6giaeaJ,6 sealwrqlDD«preseotsmasapkmeeflAeprolnsirnelenginenicy+ripwsmifilylor nt dnigeeSMe s®gle Trmsdepidedak TOD.*,mdrrTK1.The design a+sumptiam,laod'mgeeadiGoes, MANUEI MARiINEZ,P.E. I 'seaoMlilyondmeolsM+Lonlorwyladdngisldemspaa+i4Lryalnvarwr,IheOmeiseolho+uedegMm16aBaildinpDnignn,ialhamnlrrnalnsn4lgollLtgelmdgoddingadooedlPld,ThaapprmoldsgelDDondepyfiddmeolneTass,iedadinlhmdfi+gsbregr,Io+tolbfian�adgroimgsho0genr #O4)I32 }espas5rdy efPoedarling Dadgoer ood(mmedm.Al aoms tetoalus6t NDcod lM pasgns and getdegees olne BniMingComponenlSolerylMmmoOon(B[SQ poglisAed 6T iPl ood SBUme relnemedfor gecemlgaidcev,IPl-I de6nnnereipors�6tiasmd durief a116e Loss Oeflgneyiw+s Design Fegiorer ind 10019 Charlton Cir: arms Yeeohsmres,oolexal6srdse de0aed gya(oahodoneed opoa is rrinng6y oDpmtim(arched.lde Oo+s Onigo Mginen I+NOI ne BoiMing Oedgnei er Lan Sydmlo�mm hr orybeitAeg.AD rnplolised Imm+me os dd-d i.TPI.I. ropydgWOa0013 A•I lwf Taxes-th-1 WAi-,P1,hpmdmNaa d IM,dmsmket,ie my form,is progihiled win"rinm permissin hem A.I RA Twists•Maws]Andlan,r.r. Orlando,FL 32832 Is - Job Truss Truss Type Qty Ply Std Pac/6812 EL A 61634 CJ3CS Corner Jack 1 1 A0528948 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 17 15:26:09 2015 Page 1 ID:FJM?bXpxJBWbWBogQlllUfzJdIJ-P7kDa8SEp4NOJRGiZojz3ReKyl Xk2SIr6jD?roz5Lsi 2-11-11 2-11-11 I - . 4.00 F12 2 T1 0 1 _ d Bl 8 3 2x4=7 241-0 2-11-11 2-8-0 0 3-11 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 0.15 Vert(LL) -0.01 3-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.02 3-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:9 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 4)'This truss has been designed for a live load of BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a BRACING- rectangle 3-6-0 tall by 2-0-0 wide will fit between the TOP CHORD bottom chord and any other members. Structural wood sheathing directly applied or 2-11-11 oc 5)Refer to girder(s)for truss to truss connections. purlins. 6)Provide mechanical connection(by others)of truss BOT CHORD to bearing plate capable of withstanding 59 lb uplift at Rigid ceiling directly applied or 10-0-0 od bracing. joint 1,59 lb uplift at joint 2 and 4 lb uplift at joint 3. MiTek recommends that Stabilizers and required 7)This truss has been designed for a moving cross bracing be installed during truss erection,in concentrated load of 200.01b live located at all mid accordance with Stabilizer Installation guide. panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. REACTIONS. (lb/size) 8)"Semi-rigid pitchbreaks with fixed heels"Member 1 = 148/0-8-0 (min.0-1-8) end fixity model was used in the analysis and design 2 = 77/Mechanical of this truss. 3 = 37/Mechanical Max Horz 1 = 60(LC 6) LOAD CASE(S) Max Uplift Standard 1 = -59(LC 6) 2 = -59(LC 6) 3 = -4(LC 6) Max Grav 1 = 282(LC 15) 2 = 77(LC 1) 3 = 228(LC 17) FORCES.(Ib) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-320/247 BOT CHORD .1-7=338/337 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;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. Womieg Mene Marsughlf tevieetAe'Id ROOF riDSS(SrTINI,6(NDIALInNS6(ONDITIONS(DSIOARI(IffE•J AMOW110611Aa7rImm.Icrifydesipoporomefusaoheed emt aefis lms D6pDW.g(IDD)md she At—)Yomrte,PJ.Were-Sheet Ad eq.lessen mhnese valid o9th,TDD,self MANUEL MARTINET,P.E. �Niirh meeeder pinln shsl be ssed lar Me IOD to beve5d.AsaLass Derige Ggmen Ie,Spedalryfvgineal,t6e seals sgIDD reeresems w orreptmne srlNe prolnsiensl npineei yrnpes3ihry.lo ihdniye eitF:e s'vryklrmsdepided a the IDD only,under IPAI.The 4vgs eumnpiom,lseding rmrdiNms, ' sail,will".duseelAisTruntotrmyAuldingnlhra�smibldyotOleOrner,IhsOroeisomhelimdageslsrlhepmUmgDnigne,,iethemelexldfhallGtheTA41haladhuRdmgrodesedTn•I,Thespprmslelibel7Dm�danyfieMusesltheUuss,indadngFmdGly,sbmge,iashpageandb,aring,shsObothe #047187 Inpedbdey of the Dsllding Designer eedCe&9dol.AD vessel 00 he the TOO end the plains and geldehenottie Asilding(smpanef Setery lmtesehe(R6ppublished by edSB(A ore selmenmMge Opidsnre.IPAl defines lderespss,@pibelssd duties ollheTrnss Onlgser,Lsss Design Engineer end 10O19 Charlton(ir, Trou Anoomm,onlassth,du dd.,d bya(enbedagnedsponiserdmg by ollpmdes MrshW.TheLoo Delp ingie is NOT Ili Rmldng Oedgnelabe,,Sydnmlegheear tossyhildhg.,OGpitsihed tons mess defieedis iPld. ropysigh1@2015A•1 Ref7mnm•Ale-11A fie.,PE.Reprodudied Ibis ds--1,ieanyiarn,i,prohibited■ilb r,iNen perni,sloe hamA I RMTmnn•M.—INsdins,P1 Orlando,FL 32832 r ' Job Truss Truss Type Qty Ply Std Pac/6812 EL A 61634 CJ5 Corner Jack 4 1 AO528949 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 Mffek Industries,Inc. Wed Jun 17 15:26:09 2015 Page 1 ID:FJM?bXpxJBWbW8ogQlllUfzJdIJ-P7kDa8SEp4NOJRGiZojz3ReFD1 Tm2Slr6jD?roz5Lst -1�0 4-11-11 1-4-0 011-0 4-0-11 4 4,00 12 0 3 T1 1.5x4 II 2 w 1 n o 883 14 5 d• 13 82 2x4= _4x6% 7 6 2x4 II 4-11-11 0-11-0 4-0-11 Plate Offsets(X,Y)— (6:0-2-0,0-1-01,f8:0-3-010-1-81 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) ,[/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.05 5-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(fL) -0.08 5-6 >726 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) -0.03 5 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix-S) Weight:21 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 4)'This truss has been designed for a live load of BOT CHORD 2x4 SP No.2*Except* 20.Opsf on the bottom chord in all areas where a 133:2x4 SP No.3 rectangle 3-6-0 tall by 2-0-0 wide will fit between the OTHERS 2x4 SP No.3 bottom chord and any other members. BRACING- 5)Refer to girder(s)for truss to truss connections. TOP CHORD 6)Provide mechanical connection(by others)of truss Structural wood sheathing directly applied. to bearing plate capable of withstanding 101 lb uplift at BOT CHORD joint 4 and 222 lb uplift at joint 2. Rigid ceiling directly applied. 7)This truss has been designed for a moving MiTek recommends that Stabilizers and required concentrated load-of 200.01b live located at all mid cross bracing be installed during truss erection,in panels and at all panel points along the Bottom Chord, accordance with Stabilizer Installation guide. nonconcurrent with any other live loads. 8)This truss design requires that a minimum of 7/16' REACTIONS. (lb/size) structural wood sheathing be applied directly to the top 4 = 127/Mechanical chord and eW gypsum sheetrock be applied directly to 2 = 369/0-8-0 (min.0-1-8) the bottom chord. 5 = 46/Mechanical Max Harz 2 = 142(LC 6) LOAD CASE(S) Max Uplift Standard 4 = -101(LC 8) 2 = -222(LC 6) Max Grav 4 = 127(LC 1) 2 = 395(LC 19) 5 = 240(LC 22) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-633/668 BOT CHORD 2-13=890/702,3-8=124/387 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 chard live load nonconcurrent with any other live loads. Wamiog Pkme Moroag5hpreria the'41lDOrtYJSSES(S!(IEI�;GIXlgll rflMS6[OIIDI110M(IRION!!('lllTfr�A[9101Y1[06fM(nt'Iaim Vnily detigo poramelmeaedreod aoMsmDtishost Deuga Drc.tepflWdcnd lleMwudYartioet,ll.lelerea¢Aeel Eehro ou.flees et6eraifevatad ooRelDD,aaSy MANNEL MARTINET,P.E. Poleh romrAm ploln sM1albe med Im Ra ND tobrnohd.AsaTmes Deiign Fopinen(.e,Spedally[egbeol,tbe uolanay IDD repeuntsoo aebpbme of 1M1e protnuemleogineeimyrispms3�ry Im Ihedniga e1Ce shoe Umtdcpided m Ibe1DD only,mdm iPll.IDe dni�r assomptiom,loodmgroa&Cas, ' scilabiliryoaduwolnisrmmlarontrugdinyitlhemtppnsihliryoflM1eD.oar,theDwmr'seothorhedagealorbeRm7dmgDesigner,iathemnhrtfdthellG>fall(.l6eladhugdiaysod000dn'41.TdeopproeoldtdeTJDondanyfieldmeolMeLuss,indedmyhoedrig,ebroge,insloDk—db,e(mp kUbedn #O421R2 .respoesib&ej el Ra RWding DeelgaermdComrermr.umbe seloat b lbe S00 ad the prmdereond gafM soltieWingCompmemSalety 1ft=1i6a01S1)puh5sbidby Rlwi MCA w.re u,dlmg-1g idarcz 100 19(horlton Cir. Irns Yvnoleconar,ee4es olMewlee delioed bya(vnnonogreed epao ie arbmgby oDpmtke inohed.Iba L'useDeslg,fagben isNDl eM rmbing Oeugne,m 6uxfystemingmeer br oey beRd;a}e0 Cn�olned term an as defined h 1PI1. Copyright®1DIS 4 l laol lmsses•YmuelYarlPoe:,PF.Rep o&fim olthis dammeel,ie any lam,is prohibited with nittm permission hem kt Roollmsns•oamel awl.."l.f. Orlando,FL 32832 ~ Job Truss Truss Type Qty Ply Std Pac/6812 EL A 61634 CJ5C Corner Jack 6 1 A0528950 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 17 15:26:10 2015 Page 1 ID:FJM?bXpxJBWbW8ogQlllUfzJdIJ-uJ IcoUTsaOVFwagv6VECcfBQkQpCnv?_LNyYNEz5Lsh 4-11-11 4-11-11 3 4.00 12 co o T1 t 2 1.5x4 11 B1 1- s 10 4 e• n 9 2x4= 2-8-0 4-11-11 2-8-0 2-3-11 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.05 4-8 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.48 Vert(fL) -0.08 4-8 >730 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz( Q 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight:19 lb FT=O% LUMBER- TOP CHORD 2x4 SP No.2 4)'This truss has been designed for a live load of BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a OTHERS 2x4 SP No.3 rectangle 3-6-0 tall by 2-0-0 wide will fit between the BRACING- bottom chord and any other members. TOP CHORD 5)Refer to girder(s)for truss to truss connections. Structural wood sheathing directly applied. 6)Provide mechanical connection(by others)of truss BOT CHORD to bearing plate capable of withstanding 103 lb uplift at Rigid ceiling directly applied. joint 3 and 222 lb uplift at joint 2. MiTek recommends that Stabilizers and required 7)This truss has been designed for a moving cross bracing be installed during truss erection,in concentrated load of 200.0Ib live located at all mid accordance with Stabilizer Installation quide. panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. REACTIONS. (lb/size) 8)This truss design requires that a minimum of 7/16" 3 = 128/Mechanicai structural wood sheathing be applied directly to the top 2 = 359/0-8-0 (min.0-1-8) chord and'%'gypsum sheetrock be applied directly to 4 = 48/Mechanical the bottom chord. Max Horz 2 = 142(LC 6) Max Uplift LOAD CASE(S) 3 = -103(LC 8) Standard 2 = -222(LC 6) Max Grav 3 = 128(LC 1) 2 = 387(LC 15) 4 = 241(LC 17) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-650/561 BOT CHORD 2-9=-776/715 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 fight 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. tyeming-NemeMmmgblyreriesthe'AIRDOT TgB{4rEl(B),B(NIRA(TERMS d(nNDInOBf(gSIDYFPI'BUT[g'JA(IC70ynED6EYBl('lorm.Vaffydesipnperomelenaed read mtef on Ibis rnss geugnOmeiep(IDD)md Me Ymuei6lomueU Pt.Ederente Sbeef helm du.Oka el6nri5e 4dedmtbelDD,mly MANNEI MARTINEZ,P.f. QAIR mn¢do pklx rbaf be used for am 10➢lobe eobd.AsaLoss Omige[egineer fie.SpedoNy fngimml,t6e seal oo ag1DD represents maneplome of the prolesdonol eepmemicg rnpms3igty for Its desyn efNe smple Gussdepi0ed m Ae IDD only,mde iPl-h the desipr ossmnptions,ImBogrmnNon, I mitob;lity nod useollhisTmnformy BuOding is the respmsi6Tity of theOnm,MeDrmriemhomed agenl of McBnOdiegDedgnm,inlhe midratai the lAG the(Bf.tbe lam had�ng wde oedln-t.Ibeapprmol4tbelDD and onyDeM aseol McTmss,tndod;nR hmdiig,sroroge,imkDofian oidhmsiug,shaD be Me #041182 rerponib&ry of the BulMmg Dedgnerond{oelrador.Al eokssmem io0e NO end ehe pmmus and geideboes olAe Baigling[ompnnemSolery htormogon SBlpn published by lPl and SB(Aererelmmndkr gemmlg idcnre.(PI-I defines Me mtpeesdifiNeemd du6asolrhe imss WAgne,Wn Design(ogineer and 10019 Chorlton fir. Imx YcnehMrer,anlax olMnise defined by.(mhmtomeed opm ie siting by WpmNer Inmleed.the imss Oedge(ngineer isNOT du BdMing Oes'rynm er huss Sydem fngmeer br my heitdleY AD Gpitofued terms me or dAoed fo iP(I. 6 ffd9h1@2015 A•1 Innf hexer-YmuelYodieer,Pf.Reproduficn of this demoaot,is ony loan,is prnhihited srilb arinm permission from Ad PoelTmnas•Yonuel andiro;P.E. Orlando,Fl.32832 Job Truss Truss Type Qty Ply FStdPac/,16812 EL A61634 CJSCS Corner Jack 21AO528951 ce(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2016 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 16:26:10 2015 Page 1 ID:FJM?bXpxJBWbVWogQlllUfzJdIJ-uJlcoUTsaOVFwagv6VECcfBQRQpl nv?_LNyYNEz5Lsh 4-11-1.1.. 4-11-11 2 - 4.00 12 co T1 0 A 7 1 B1 e 8 3 6. o, 7 3x4= 24-0 4-11-11 2-M 2-3-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.05 3-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(fL) -0.08 3-6 >695 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2010lfP12007 (Matrix-S) Weight:15 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 4)'This truss has been designed for a live load of BOA CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a BRACING-TOP CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the Structural wood sheathing directly applied. bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. ROT CHORD 6)Provide mechanical connection(by others)of truss Rigid ceiling directly applied. to bearing plate capable of withstanding 106 lb uplift at MiTek recommends that Stabilizers and required joint 1 and 104 lb uplift at joint 2. cross bracing be installed during truss erection,in 7)This truss has been designed for a moving accordance with Stabilizer Installation guide. concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, REACTIONS. (lb/size) nonconcurrent with any other live loads. 1 = 259/0-8-0 (min.0-1-8) 8)This truss design requires that a minimum of 7/16a 2 = 131/Mechanical structural wood sheathing be applied directly to the top 3 = 51/Mechanical chord and 1/�gypsum sheetrock be applied directly to Max Horz the bottom chord. 1 = 102(LC 6) Max Uplift 1 = -106(LC 6) LOAD CASE(S) 2 = -104(LC 6) Standard Max Grav 1 = 344(LC 15) 2 = 131(LC 1) 3 = 242(LC 17) FORCES. (lb) Max.Comp./Max.Ten.-All forces.250(lb)or less except when shown. TOP CHORD 1-2=6731776 BOT CHORD 1-7=-1016/749 NOTES- 1)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 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)This truss has been designed for a 10.0 psf bottom chord-live load nonconcurrent with any other live loads. Naming-NeautloroagAyrninMe'4110aF(WSS[SI'{nln'),G[Illrlr([IYSa(OYDIIIapS(11f10111r1-AUr[1�A(pg%4(D6FtlfNf'IoimYvAydeugnpn,omelnruedreodnohewtlrirGmcgeupOroempllDajml,AeMm,oAamlieeyPl.leterenalheel6ehreou.gakner5nwuvotedmHelga,onF1 MANUEL,MARTINEZ,P.E. QInd smeA.r phtnshol k osed for Ihealafa beloNd N orrw Derig.fn0men@.e.,SpedelryFwjnea),the red ano.plDD repeudrao or<eplan,e ollkpmlesti.00l e.�oesi¢genpaat�ifilplm�ehdgedGe tmgG Gnr depakd rn the ND mip,mdniPFl.The depgo onumpti.m,Narwgtadlioer, ' sitohiYryondureof NO—lot wireoMmgirlhererpenn'NNndtheann,IheOmu'seutlwimdagedorlheewld'wggeiigan,in the waftoof the 114dc11LIWImdbuMinngsde WNW.reeappmddthehpaondanpfiddureollbermsr,iwNdnpF.podGng,rtpmge,imrolhdonandNniag,rho WIN #0471R2 iefpa9hdily of the ldiding Neilgaerand(oeGeept.el oatcs reladiothealb eadth.parNmtaadgciddnsdde Building Gwponem dalerylnk,moeaa�B(g4puhlebedMtPl mddeUae,ele,anndbr gennl gridmm.In-I Men the rerpenihNifin and Me,dtb.Gent 0.0yer,%.Dnlgn Hgineer and Gat'syd.ho", 10019(horlfon fir. Tmeti Nanutoew....dnt dMrd,e deheed hga(antrutog,eed epoa in•relaghy dlpades 6edred.%,Ihmt 0.09n Fngewer It NOT the bildiog Wipe,ar for earbsltieg.N Capildi,ed towsme atdermel N TPeI. (apgrighfOgNlg A•leadhertes-4onuel Yadinea,Pf.eeprodwnoodfiit doomen,ie arcr lam,it prohtihd rlhaitteapnwinioa(ram A•l roalim,ms-NonoelNmfmr,et. Orlando,fL 32832 Job Truss Truss Type QtY Ply Std Pac/6812 EL A A0528952 61634 EG1 Half Hip Girder 2 1 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 17 15:26:11 2015 Page 1 I D:FJM?bXpxJBWbMogQlllUfzJdIJ-MVs_?pTULid6YkP5gDIR8skdYg87WJHBZl i5wgz5Lsg 2-M 2-10-) 140 088 1-10-0 0,34 4.00 F12 31 1.5x4 II T1 B1 1 10 3x4= I � o 6• a• d 11 2 B3 d 3x4= 5 7x6= 4 2x4 II 0 8 8 2-10-0 0-8 8 2-1-8 Plate Offsets(X,Y)— [2:0-1-0,Edge],[2:0-8-0,0-3-01,[5:0-3-0,0-4-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.00 4-5 >999 360 'MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(fL) -0.01 5 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.25 Horz(fL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight:22 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 3)This truss has been designed for a 10.0 psf bottom BOT CHORD 2x4 SP No.2`Except` chord live load nonconcurrent with any other live B2:2x4 SP No.3,B3:2x6 SP No.2 loads. WEBS 2x4 SP No.3 4)'This truss has been designed for a live load of OTHERS 2x4 SP No.3 20.Opsf on the bottom chord in all areas where a BRACING-TOP CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the Structural wood sheathing directly applied or 2-10-0 oc bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. ROOT CHORD pT except end verticals. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 154 lb uplift at Rigid ceiling directly applied or 6-0-0 oc bracing. joint 4 and 840 lb uplift at joint 2. MiTek recommends that Stabilizers and required 7)This truss has been designed for a moving cross bracing be installed during truss erection,in concentrated load of 200.0Ib live located at all mid accordance with Stabilizer Installation uide. panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. REACTIONS. (lb/size) 8)"Semi-rigid pitchbreaks with fixed heels"Member 4 = 334/Mechanical end fixity model was used in the analysis and design 2 = 1585/0-8-0 (min.0-1-14) of this truss. -Max Harz 9)Hanger(s)or other connection device(s)shall be 2 = 101(LC 4) provided sufficient to support concentrated load(s)118 Max Uplift Ib down and 25 lb up at 2-8-4 on top chord,and 1587 4 = -154(LC 7) Ib down and 734 lb up at 0-104,and 208 lb down and 2 = -840(LC 4) 29 Ib up at 2-84 on bottom chord. The Max Grav design/selection of such connection device(s)is the 4 = 780(LC 14) responsibility of others. 2 = 1585(LC 1) 10)In the LOAD CASE(S)section,loads applied to the FORCES. (lb) face of the truss are noted as front(F)or back(B). Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. LOAD CASE(S) TOP CHORD Standard 4-6=-390/148 1)Dead+Roof Live(balanced):Lumber Increase=1.25 BOT CHORD ,Plate Increase=1.25 2-5=-669/1482,2-9=595/269, Uniform Loads(plf) 9-1O=596/269,6-10=597/269 Vert:1-2=-70,2-3=-70,4-5=-20,2-6=-20 WEBS Concentrated Loads(lb) 5-6=-301/665 Vert:3=25(F)4=7 5=-1587(B) 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=O.18;MWFRS (envelope);cantilever left and right exposed;Lumber DOL=1.25 plate grip DOL=1.25 2)Plates checked for a plus or minus 0 degree rotation about its center. Winning-ploosetborooghly-onvMel-1 ROOF rRuSSISrSli11RJ,G(AIIAI TERMS 8 hrilydesigepmometetsnedteadoohsmthisbossOerigoOreOieglNOlmdMeYmoelYodioet,Pl.refermmShtelhtlontese.Was¢MetrisetfolWoo(heTOa,only MANUEIMARTINEZ,P.E. Yileb rmeerler pltlnthel be used for the 100 m lu rood.A,aLnss Dniga Eog'ioter(ie.,Bp<trolty Enginenb the seal o0 oOylOO reprtsetds a¢oueplmie of llrc pmleuitn¢leepmeeting tespoes3iglp la Medes'ryt dBssingkLmsd;pittedm the IDD only,undn TPI-I.The design—ptiom,lmd'mg umfitron, ' suOobifilyond use of Mis7russ lot my Budding is Me respansib7dp oltheOna,Me Ornerieothprrsedogetl or lheumldirgOngnn,in the toolnn of M¢IIG IM1t IIC.Iheluol hoddin,tode¢ndlpl•L The appwlthhe laD end ony fielduse al th,Nts,WWI Willing,stomp,iosfollohon tend hmtmy thou be the #O41182. rnpo¢Lbdity otlha BWlSng OedgnermdCornonot.Al holm setom ie the IDO e¢d lbepmdires and gridelnesa}Me luiWingCompoaevlSoleM lntotmolan lB[Sli publishedbr lPl and SBfA me referentedfot general gaidenta lPFl defines MetnpoosBYitlu¢nd dudef ollhe host Oeilgeer,Laubesign Engineer nod 10019(horlion Cir. imis Yeealouure,,enlen¢Ihn,ise defiled 6y o(eneoneneM upon io vitcgby and pmtlo ieroM1ed.Th¢Lms OeAgn Engineer is XOT Me Building Oarignei er Isms Synem Engineer br oey b¢ildita AOCepimfired terms ins os deXeed in iPll. Copyright®2015A-IRoollms¢es-Mmue1A1trlfeet,Pl.RepredwXo¢elthisdomme¢t,iaorcylerm,isproM1iCitedrilbnieenpermitsiaa(RemA-I1o0tutses-11onallhoiw,P.E. , Orlando,Fl.32832 Job Truss Truss Type Qty Ply �Std Pac/6812 EL A 61634 FG01 FLOOR 1 A0528953 4 Job Reference o tional Al ROOF TRUSSES,FORT PIERCE;FL 34946,design@altruss,com Run:7.600 s Oct 3 2014 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:11 2015 Page 1 ID:FJM?bXpxJBWbW8og011lUfzJdIJ-MVs_?pTULid6YkP5gDIR8skXwg4KWB48Z1 i5wgz5Lsg 3-7-6 6 9� 9-0-13 12-2-10 15-10-0 3-7-6 3 1-14 2-0 10 3 1-14 3-7-6 Dead Load Defl.=3/16 in 1.5x4 11 3x4= 1.5x4 11 5x10 MT20HS= 3x4 11 1 4x10= 2 3 4 5 6 W1 VV3 93W1 F-1 tF B1 13 14 15 16 11 17 18 19 10 20 9 5x8 11 21 22 8 23 24 25 4x6 11 7x14 MT20HS= 3x8 11 3x6 11 4x10= 3-7-6 6-9-3 9�13 12-2-10 15-10-0 3-7-6 3-1-14 2 3-10 3-1-14 3.7-6 Plate Offsets(X,Y)- [1:0-4-4,0-2-01,[8:0-4-8,0-1-81,[9:0-4-12,0-2-41,[10:0-4-12,0-1-81,[11:0-6-12,0-4-121,[12:0-2-12,0-2-101 - 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 0.76 Vert(LL) -0.25 9-10 >718 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.81 Vert(TL) -0.44 9-10 >414 360 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(fL) 0.06 7 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight:357 lb FT=0% LUMBER- TOP CHORD 2x4 SP M 31 2)4-ply truss to be connected together with 12d BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP M 31'Except* (0.131"x3.25')nails as follows:. Standard Top chords connected as follows:2x8-2 rows W1:2x8 SP No.2,W3:2x4 SP No.3 staggered at 0-9-0 oc,2x4-1 row at 0-7-0 oc. Uniform Loads(plf) BRACING- Vert:1-6=110,7-12=-10 TOP CHORD Bottom chords connected as follows:2x6-3 rows Concentrated Loads(lb) Structural wood sheathing directly applied or 5-6-13 oc staggered at 0-4-0 oc. Vert:10=1403(F)9=1403(F)8=998(13)13=998(B) purlins, except end verticals. Webs connected as follows:2x4-1 row at 0-9-0 oc, 14=1403(F)15=998(B)16=1403(F)17=998(B) Except member 2-11 2x4-2 rows staggered at 0-4-0 BOT CHORD 18=1403(F)19=998(B)20=998(B)21=998(13) Rigid ceiling directly applied or 10-0-0 oc bracing. Attach BC w/1/2"diam,bolts(ASTM A-307)in the 22=1403(F)23=1387(F)24=998(B)25=1387(F) REACTIONS. (lb/size) center of the member w/washers at 4-0-0 oc. 12 = 10896/0-4-8 (min.0-2-4) 3)All loads are considered equally applied to all plies, 7 = 10113/0-4-8 (min.0-2-2) except if noted as front(F)or back(B)face in the Max Grav LOAD CASE(S)section.Ply to ply connections have 12 = 10896(LC 1) been provided to distribute only loads noted as(F)or 7 = 10113(LC 1) (B),unless otherwise indicated. 4)Unbalanced floor live loads have been considered FORCES. (lb) for this design. Max.Comp./Max.Ten.-All forces 250(lb)or less except 5)All.plates are MT20-plates unless otherwise when shown. indicated. TOP CHORD 6)Plates checked for a plus or minus 0 degree 1-12=7797/0,1-2=20990/0, rotation about its center. 2-3=20990/0,3-4=29393/0, 7)"Semi-rigid pitchbreaks with fixed heels"Member 4-5=-29393/0,5-6=1518/0,6-7=354/0 end fixity model was used in the analysis and design BOT CHORD of this truss. 12-13=0/1772,13-14=0/1772, 8)Recommend 2x6 strongbacks,on edge,spaced at 14-15=0/1772,15-16=0/1772, 10-0-0 oc and fastened to each truss with 3-10d 11-16=0/1772,11-17=0/29393, (0,131"X 3')nails. Strongbacks to be attached to 17-18=0129393,1 8-1 9=0/2 939 3, walls at their outer ends or restrained by other means. 1 0-1 9=0/2 9 39 3,10-20=0/29393, 9)Hanger(s)or other connection device(s)shall be 9-20=0/29393,9-21=0/20718, provided sufficient to support concentrated load(s)998 21-22=0/20718,8-22=0/20718, lb down at 0-11-4,1403 lb down at 1-3-12,998 lb 8-23=0/20718,2 3-24=0/2 07 1 8, down at 1-11-12,1403 lb down at 3-3-12,998 lb 24-25=0/20718,7-25=0/20718 down at 3-11-12,1403 lb down at 4-9A2,998 lb WEBS down at 5-11-12,1403 lb down at 6-9-12,998 lb 1-11=0120585,3-11=-91 47/0,3-10=0/317-1, down at 7-11-12,1403 Ito down at 8-9-12,998 lb 4-9=-280/0,5-9=0/9466,5-8=0/3730, down at 9-11-12,1403 lb down at 10-9-12,998 Ib 5-7=-20566/0 down at 11-11-12,1387lb down at 12-9-12,and 998 Ito down at 13-11-12,and 1387 lb down at 14-9-12 on NOTES- bottom chord. The design/selection of such 1)-Special connection required to distribute web loads connection device(s)is the responsibility of others. equally between all plies. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Wammg-pleme thaw"revs,the•A-1g00Fit055f5(•Snl1Y].G[XEIAl TRY$I(OYDnIaln(USIOYSIrIMI]A(tlIOWIFDGIAW lmm rugydesipopaned-nd nad nohfmdUs loss Oesigs Orouiep(tOD)mdl6e Ysnuel Yer0u41t.lelereateS6ee16ebro au.Onsnot5eruiu storedmroefOD,mfy MANUEL MARTINEZ,P.E. Po7e6 romedn plates s6og 6e uud for Nm RO Labe rood.Atahou 0esigolog4en(.r,Spodolry Fngbeel,t6e sent osary RD repreu�ds m aaeptmn dthe proasi nolang4eerisgnsM.Nity ImThedesge o1Ne s4g4 hostdapided m the MhWy,under Tphl.The design m:umpfnes,Icofmgemddion, Iwisebililyed-ft6O-To,.1euldiegi,th-passibRyotffs,Onajhe0-Aeathmindeged.the114fai;Wona,isMenntwoTh,A6e11CAelxalbuedmyMeaedRol.TheaMoveluftheBoundonyfielduseoftheNo,indu6pTeadrag,stemge,4staRownandbraing,she06ethe #047182 empoedbBifyol the eullding0etignerondtonhceoi.Al goes set Get in she too and IN pcefims and gudeeusoft6e Baildial Comp-MSelery lelmaefion JUST)potlished by IN and SETA are deranndTo geaerel gafdenee.Rol defines the mpoes4Uifiesmd dufin al the boss OedgeeyTnss DesignEngieeer and 10019(horNan(ir. TnuYxofosiomr,enlen o0srvlse defieed 6yo(anhortageed upon ie nN4g 6ydlpmdesbwhed 5,has 0e0ge Mg..isNOT&MUM Oesignei ar Lass Sydess[eft rWnybali.;Aa CnpNaOredtumsmemdefindiTh-1. (opysig61O7D15A-I toafrnsus•YnaelYM4n,P.f.IeprodmYmdthis dommreel,is osylorm,4prodi6itedu06 niYeapermissinhan A•I loafTntus•Ymuel aasfines,Pl. _ Orlando,FL 32832 Job Truss Truss Type QtY PIY Std Pac/6812 EL A 61634 FG03 FLOOR 1 A0528954 2 Job Reference o tional Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 Mi 1"ek Industries,Inc. Wed Jun 17 15:26:12 2015 Page 1 ID:FJM?bXpxJB WbW8ogQlll UfzJdIJ-giQMC9U66?IzAu—HEwGgh4GgCESvFedHohRfS7z5Lsf 1-11-9 3-9-7 5-9-0 1-11-9 1-9-13 1-11-9 1.5x4 11 1.5x4 11 3x6= 1 3x6= 2 3 4 1-1 T1 U Li Li W1 W2 W3 W3 W2 W1 B1 Ll L—i 9 7 10 11 6 4x8 II 12 13 4x8 I I 0 3x4 11 3x4 11 1-11-9i 3-9-7 5-9-0 1-11-9 1-9-13 1-11-9 Plate Offsets(X Y)— [5:0-1-12,0-1-81 [6:0-4-12,0-2-01,[7:0-4-12,0-2-01,[8:0-1-12,0-1-81 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 0.22 Vert(LL) -0.02 6-7 >999 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.66 Vert(TL) -0.03 6-7 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight:68 lb FT=O% LUMBER- TOP CHORD 2x4 SP No.2 4)Plates checked for a plus or minus 0 degree BOT CHORD 2x6 SP No.2 rotation about its center. WEBS 2x4 SP No.3*Except* 5)"Semi-rigid pitchbreaks with fixed heels"Member W1:2x6 SP No.2 end fixity model was used in the analysis and design BRACING- of this truss. TOP CHORD 6)Recommend 2x6 strongbacks,on edge,spaced at Structural wood sheathing directly applied or 5-9-0 oc 10-0-0 oc and fastened to each truss with 3-10d purlins, except end verticals. (0.131"X T j nails. Strongbacks to be attached to BOT CHORD walls at their outer ends or restrained by other means. Rigid ceiling directly applied or 10-0-0 oc bracing. 7)Hanger(s)or other connection device(s)shall be REACTIONS. (lb/size) provided sufficient to support concentrated load(s)958 8 = 3909/0 4-8 (min.0-2-5) lb down at 0-2-12,1133 lb down at 0-8-4,958 lb 5 = 318 9/0-4- (min,0-2-5) down at 2-4-4,1133 lb down at 2-8-4,and 958 lb Max Grav down at 4-4-4,and 1316 lb down at 4-8-4 on bottom B = 3909(LC 1) chord. The design/selection of such connection 5 = 3183(LC 1) device(s)is the responsibility of others. FORCES. (lb) LOAD CASE(S) Max.Comp./Max.Ten.-All forces 250(lb)or less except Standard when shown. 1)Dead+Floor Live(balanced):Lumber TOP CHORD Increase=1.00,Plate Increase=1.00 1-8=-2053/0,1-2=-2791/0,2-3=2791/0, Uniform Loads(plf) 3-4=2791/0,4-5=2023/0 Vert:1-4=110,5-8=-10 BOT CHORD Concentrated Loads(lb) 7-1 0=012 791,10-11=0/2791,6-11=0/2791•, Vert:8=958(B)9=-1133(F)10=-958(B)11=-1133(F) 6-12=01336,1 2-1 3=013 3 6,513=0/336 12=958(13)13=1316(F) WEBS 1-7=0/3191,4-6=0/3060 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 0-4-0 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)-Unbalanced floor live loads have been considered for this design. Naming.nemeMaoaphbyreaier,be'H RoofIM5SSIKNl1j.GtN1111 TRNSR V"4deupopaome.—duadnow ca%i Snu Oedgo Ora.iegllWlmA r6e Nan®el Aarfieeyl1.letereaa,Shedbef no.Lhleu edervise vied ootAelDg,Doty �ANUEL MARTINEZ,P.E. ANitek mnxtlm ploln sbd be used for the DOD bbe adid As alrms Oedgo rogineer(.e,Spedolry Eogmenl,r6e ual oe oey1DD represrah m oueptaae of 0epmlesdenvl ngmemirgrnpaasmiOtylm Re dnige of the swgkhmsdepided en the IDD my,order BPI1,the dedgb ossump+;ees,kormg roadNns, I scitoLaliryondusaolihnTrosslaragBuRdingisrhauspamiWidpoflge0uner,Meg.nerioothoruedogenlorMeBmidicgDnignm,inlhemctextolthan4tb,i8C.0.1udbuddingr,dadadTPl-t.IhaappmaldtaelDgonda fieldafeollM1eimsbimlodnRAondGrtg,sfomya,imlagaAono�buimg,shaEl6edre #041182 responibdiy al the Buddmg Oadgnerand Canhadm,AAaoks Want is ibeIDO ood IM prosfins and guideBaesolMe Building Componed falery.lolormoNoa(RfSQ published by IPI and SBU om nferemedfar geaenlgaideau.IP41 dehneslAe respombllidas wd dudet of tNaluss Oedgam,tmss Design Fagineer an0 10019(hollton Cir. .s NmmhsNrm,anlms olMbrise defined 6yo(onNedagued upon in airing by ollpobtler Mabed.The Luss Oesign ingieea is NOT The Building Oedgam ar lsuu Sykaah mea hr aoy hailing 10 Captabred Innsme a defined In IPId. C.WghtQ2O15 A.IRoaSTraeses•Ma...1A W,,P.E.Reprodmficaof ibis d—at,is any fora,is pahibitedrill ydttea permissioefua A-I had lases•bi—I Nadine;P.L Orlando,fl 32832 Job Truss Truss Type Qty Ply �Std Pac/6812 EL A 61634 FG04 FLOOR 1 A0528955 2 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 17 15:26:12 2015 Page 1 ID:FJM?bXpxJ B WbW8ogQ I llUfzJ dIJ-g iQMC9U66?IzAu—H EwGgh4Gp VETbFhZHohRfS7z5Lsf 2-1-1 3 10 11 5-84 7 3 0 8 9 12 10-" 2-1-1 1-9 9 1-9-9 1�12 1-6-12 1-10-4 1.5x4 11 1.5x4 11 3x4= 1.5x4-11 3x6= 1 3x6= 2 3 3x4= 4 5 6 7 Ti Li W1 W2 W3 W3 W4 W1 WS z W3 W3 W6 W1 15 13 16 12 10 9 17 8 4x6 11 3x6 11 3x8 I 46 11 3x4 11 3x10= 3x4 11 2-1-1 3-10-11 5:l 7-3-0 8 9 12 10-8-0 2-1-1 1-9-9 1-9-9 1-8-12 1-112 1-104 Plate Offsets(X,Y)— [9:0-4-4,0-2-01 [10:0-4-12,0-1-81,[12:0-4-0,0-1-81,[13:0-4-8,0-2-01,[14:0-1-12,0-1-81 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 0.26 Vert(LL) -0.02 13 >999 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.61 Vert(TL) -0.03 13 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight:124 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 NOTES- BOT CHORD 2x6 SP No.2 1)2-ply truss to be connected together with 12d WEBS 2x4 SP No.3*Except* (0.131"x3.25")nails as follows: W1:2x6 SP No.2 Top chords connected as follows:2x6-2 rows BRACING-TOP CHORD staggered at 0-9-0 oc clinched,2x4-1 row at 0-9-0 oc clinched. Structural wood sheathing directly applied or 6-0-0 oc Bottom chords connected as follows:2x6-2 rows p T except end verticals. staggered at 0-7-0 oc dinched. ROOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Webs connected as follows:2x4-1 row at 0-9-0 occlinched,2x6-2 rows staggered at 0-9-0 oc clinched. REACTIONS. (lb/size) 2)All loads are considered equally applied to all plies, 14 = 2635/0-4-8 (min.0-1-9) except if noted as front(F)or back(B)face in the 8 = 2321/0-3-8 (min.0-1-8) LOAD CASE(S)section.Ply to ply connections have 11 = 519411-3-8 (min.0-3-1) been provided to distribute only loads noted as(F)or (B),unless otherwise indicated. Max Grav= 2643(LC 3) 3)Unbalanced floor live loads have been considered = 2335(LC 4) for this design. 8 8 = 5194(LC 1) 4)Plates checked for a plus or minus 0 degree rotation about its center. FORCES. (Ib) 5)"Semi-rigid pitchbreaks with fixed heels"Member pt end fixity model was used in the analysis and design Max.Comp./Max.Ten.-All forces 250(lb)or less exce when shown. of this truss. TOP CHORD 6)Recommend 2x6 strongbacks,on edge,spaced at 1 OP CH 90/0,1-2=2325/0,2-3=2325l0, 10-0-0 oc and fastened to each truss with 3-10d 3-4==159 /0,1-23 2 5/0,2-5 2 (0.131"X 3")nails. SVongbacks to be attached to 6-7=-1854/0,7-8=-1435l0 walls at their outer ends or restrained by other means. BOT CHORD 7)Hanger(s)or other connection device(s)shall be BOO C0/345,13-15=0/345,13-16=0l2325, provided sufficient to support concentrated load(s) 1 2-1 5=0134 5, 11-12=0/2325, 1241 lb down at 1-4-4,792 lb down at 1-6-4,1241 lb 1 0-1 1=0123 25,11-12=9-1 /1854,9-17=0l268, down at 3-4-4,792 lb down at 3-6-4,792 lb down at 10-11=/268 5-6-4,1241 lb down at 7-4-4,792 lb down at 7-6-4, 8-17=0WEBS and 1241 lb down at 9-4-4,and 792 lb down at 9-6-4 1-13=0/2399,3-12=0/1615,3-11=-3266/0, on bottom chord. The design/selection of such 4-11=263/0,5-11=-2821/0,5-10=0/1621, connection device(s)is the responsibility of others. 7-9=0/2013 LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-7=110,8-14=-10 Concentrated Loads(lb) Vert 11=-792(B)10=2033(F=1241,B=-792) 15=2033(F=-1241,B=792)16=-2033(F=1241, B=792)17=-2033(F=1241,B=792) Wsmiap-Piemeshmmghtd rerinfbe'}1 gDDF 1103S(SrAllnGITNIN TIMfi MAIIUEL MARTINET,P,E, W7eA mmeNrp61a shd be esed for the NDh6seobd.UnT Omige6gmem(r,SpedaNy EogaenLtbt uoloaarylODrepreirnls oa orteplame of Iheprofessieoel eogromuginpam3ifryfor Kt Mige alks wgle Trmt depiAed enIk IDDeny,mdn iPl•1,The design asswaptisn,lonFiegsmditiox, ' scaMlyoadu-1INsTrum Ter myluildingis the royamibirdy06,0,om,lheD.neruodwdsedogeelmMeleildmgpmipon,inOnt-tetol the lGNxnCllelndinnVagWeaedVI.I.The appeoleftb,TDDandmyfirldmeoflheT—,ledhjhmdnp,smep,imtulotim end le,61,skUbethe #047182 •rml-11,60y of the lug6egWiner end(ailwoi.Al ones Set out in OwTOD endihipralialad grddsheseftheleildieg(smpammSalery lnimmoiiop(SQ pohliNd by TN adSDUmereleremedfa,pumIgsideme.Rol defines the iespoosbiliNes and duties oflba TrmsDadgneyTmssDesign iogneer ad 10819(horlion(ir. ., TmsMmdomner,edeuoblat.Iu delxdhyo(enbonoysed epon in nidq by dlpmNm isrohed.ibehmsDesign hgmem isN0ltheloildiog DeugmrmLoss Sydeafogneer hraiybuifdieg lnfnpNoined lnmsmemdefietd is iPl 1. ' (eprrigbl®2D13 A-I IoolTmmes-MmtelYmlisn,Pf.PeprodmNm d disdommasf,u aoy Imm,Is prohibited dlhniNsn pmmissim fiem A-I1oolTmsus•Moauel Wrroet,P.E. Orlando,FL 32832 Job Truss Truss Type 0 Ply Std.Pac/6812 EL A 61634 FG05 FLOOR 1 A0528956 2 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 17 15:26:12 2015 Page 1 I D:FJM?bXpxJB W bW8ogQ III UfzJd IJ-q iQ MC9U66?IzAu_H EwGgh4Gq REScF pUHohRfS7z5Lsf 3-&0 3-6-0 1.5x4 I 1 3x6— 2 T1 W1 W1 81 5 6 7 3 0 2x4 11 4x6= 3-6-0 3-6-0 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 0.20 Vert(LL) -0.02 3-4 >999 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.68 Vert(TL) -0.04 3-4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC201 O/TPI2OO7 (Matrix-M) Weight:43 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 6)Hanger(s)or other connection device(s)shall be o.2*Except* provided sufficient to support concentrated load(s)883 WEBS 2x6 SP N W2:2x4 o. NEx lb down at 0-2-12,1133 lb down at 0-10-4,and 883 lb BRACING- down at 2-6-4,and 1133 lb down at 2-10-4 on bottom TOP CHORD chord. The design/selection of such connection Structural wood sheathing directly applied or 3-6-0 oc device(s)is the responsibility of others. pudins, except end verticals. BOT CHORD LOAD CASE(S) Rigid ceiling directly applied or 10-0-0 oc bracing. Standard REACTIONS. (lb/size) 1)Dead+Floor Live(balanced):Lumber 4 = 2339/0-3-0 (min.0-1-8) Increase=1.00,Plate Increase=1.00 3 = 2059/0-3-0 (min.0-1-8) Uniform Loads(plf) Vert:1-2=110,34=-10 Max Grav Concentrated Loads(lb) 4 = 2339(LC 1) Vert:4=883(F)5=1133(B)6=883(F)7=1133(B) 3 = 2059(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 Od(0.131" X 3"),nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Woming-plastel egAtyrtriuthe'lI g00ntDST[S('SllLFY'J,6(h7ttll[YkS6(DXDnIOAS(gSiDMigl'BN[Y11[A1IDWtED6FXH7PImm.Yet4dedgep ernelertaodied Potts on Ibis crass 0esignD-iegQDD)m1 ebe0onoel Yonieet P.I.refereom Sheet bebeeuse.(dkssother>ise send ootlelDD,aely MANUEL MARFINEI,P.E. IA0ireh-0.,pintnsbelbe used fortbe NOlob—fid.lsnaau 0esiga rupineer(.e;SpedPlry Fegmm),the seolonoq)DD repmenh aarcsylaere oflbe prefessienaleopinenief; P.61,611or lEe desigeal tk inekTrms depdad co the lDDaaly,wdv tP6l.IDe desip.,unapfi-jetfa.9- ou" uOaWlyaed use oflhisdrussfor on,luldingisllesaspoasibliryollM1oOPur,IhsOmeiseodlaritadogeolorlheBoildi¢g0esignes,mlhemmepdehell4thailGehaladhmifmgrodeoedln•t.IM1eopWmolett6e10DondmyldduseollM1eTrvss,imfa6nlFoedGmysNrage,intolbgonadbsainq,sho06elhe #041182 ' respouibrrcy of lbelaVG,ng Oasiguer ond(ounonor.Pl mm�tetPN iPiNIDO and Me prP!Presand gutdeloesotne BoildiogComptnem falery lnfmowfioa)B(SlJ poblisM1ed bt lyl mdSDU are eefe,enndlm general guidtnm lP4l delnx Me respoosAiGeks ood doles offha tress geilgeer,huss Design Eoginem and 10019(horlton(ir. Tryst P�Pfedurey anlenolkwlu defieed hyo(PnbmtPyneed upaP is niDngby ollpmhes iaeolyd.Tht h-Dtsign fogneer isXOLhe luil6iq Dedgna ar Dues System fnginen foe any 6tild6D AII(npim0rd lmnsme as delind i'Vi 1. (opyrighf®7Dild•IlatfTmsses-fdanuela!dioet,Pf.leproduraoaollhisdesun.el,iaanylmm,isp,ohibitedsiMnittenpesminbahcmbl/ootrruuaonoouelNmtmee,P.E. Orlando,FL32832 I ' Job Truss Truss Type Qty �Ply Std Pac/6812 EL A 61634 FG06 FLOOR 1 AO528957 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 17 15:26:13 2015 Page 1 ID:FJM7bXpxJBWbW8ogQlllUfzJdIJ-lu_kQVVktJtgn2ZToenwEHp?BenW GkR1LBC Zz5Lse 3-6-0 3-6-0 1.5x4 I 1 3x6= 2 T1 W1 V112 W1 B1 NA Lnsl 5 6 7 3 2x4 11 4x6= 3-6-0 3-6-0 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 0.20 Vert(LL) -0.02 3-4 >999 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.76 Vert(TL) -0.04 3-4 >916 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight:43 lb FT=O% LUMBER- TOP CHORD 2x4 SP No.2 6)Hanger(s)or other connection device(s)shall be BOT CHORD 2x6 SP No.2 provided sufficient to support concentrated load(s) WEBS 2x6 SP No.2'Except* 1387 lb down at 0-8-4,and 580 lb down at 1-8-4,and W2:2x4 SP No.3 1387 lb down at 2-8-4 on bottom chord. The BRACING-TOP CHORD design/selection of such connection device(s)is the Structural wood sheathing directly applied or 3-6-0 cc responsibility of others. pudins, except end verticals. BOT CHORD LOAD CASE(S) Rigid ceiling directly applied or 10-0-0 cc bracing. Standard REACTIONS. (lb/size) 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 4 = 1 (min.0-1-8) Uniform Loads(plo 3 = 1790/0-3-0 90/0-3-0 (min.0-1-8) Vert:1-2=110,3-4=-10 Max Grav Concentrated Loads(lb) 4 = 1928(LC 1)3 1790(LC 1) Vert 5=1387(B)6=580(F)7=1387(B) = 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 cc clinched,2x4-1 row at 0-9-0 cc clinched. Bottom chords connected as follows:2x6-2 rows staggered at 0-0-0 cc clinched. Webs connected as follows:2x4-1 row at 0-9-0 cc 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 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. Waraeg•PlemetlmaaglFy reran Me'1.1 PODFIIDSSIS('Slllfl'J,AXlglll[1Y56(DCDIIIOAS(IISSOYSP('lln[P�A(rpOM[06FYEHS'fmm.yertlydesigoporomaasoed readoonemtAis boss Dedgo Dterier(IDDImdIEe MonuelYomeee,PE tefammSheef Eehre ou.Dakst et7awus7oted oo11e10D,00ty MANNEL MARTINET,P.E. QAg(eR mmeder plmn,hn9kosed for the IOOhhe eafid.Asapmg Onige Fngmeer(u,SpedcNy[ogimaAthegalanory1D0 repreudton ongtmreollbe prde,siannleagioeetirgrapommifity kr f &,igeeftbe,®gkT—depided enthe TDDaly,wdm TPI-I.Thedesign ogomptioes,kormysoa6dn,; ' .bbilayondmeollbitTm IelmyBuOdingislberespamihORydAroOeeer,IheOeaer'sMhoimdayedorlhalmldiagOnignn,inlhecanheldlheY4eheltC.tbekSdhuRdngrodeordln-LTheoppmedefATDDendenyfiekutedthOua,imlditj adGry,skmge,iarolbGanadhaft,ldbeif. #041182 reyoeOtycflbeluildiegmgaaaod(oetredar.Al cotes Sdod 611,11gD end INepmdms andgeideRoes d6deilding rompoaenl Safety loklreadan(d(Sppublithedby lR cat! mere!eieemdkrgeeemlgaidems.SP4l defines aeretpaosk'dNes and ddies ol0e nog Oedgaer,husi Design Engineer end I01119(horlfon(ir.' Tm,s Yonokdma,ealessagnrdu dedeedbya(oatraaaerrod open ie nierogEydlpmdevErtdnd.Thenng DNge Fegineer is NOT the 161ding Deilgror a rl—spiemfnykeer far aey beU4 AtMpnaud terms..os defieed MTPI I. (npyught@ 2015 A-1 haf Tmsus-Y®ueIllmlme;P1.Reprodmlin ofosume this d t,ie any f—,is prohibited with mitten permiginfiam A-1 Ronf%--Manuel Martin;P.F. 'OTIOOdDn FL 32832 Job Truss Truss Type Oily Ply �Std PaC/6812 EL A 61634 FG07 FLAT GIRDER 1 A0528958 Job Reference (optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 17 15:26:13 2015 Page 1 ID:FJM?bXpxJBWbW8ogQlllUfzJdIJ-Iu-kQWktJtgn2ZToenwEHporest_E?R1 LBC_Zz5Lse 1-11-14 2r1�8 1-11-14 (Pi-10 1 3x4= 2 T1 II 5 11 W1 W1 B1 / 5 3 4 1.5x4 II 3x4= I 1-11-14 7�1 0-1-�8 1-11-14 0 Plate Offsets(X Y)- [3:0-1-12 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) 0.01 3-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.42 Vert(rL) -0.01 34 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.18 • Horz(rL) -0.00 3 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight:25 lb FT=O% LUMBER- TOP CHORD 2x4 SP No.2 4)Provide adequate drainage to prevent water BOT CHORD 2x4 SP No.2 ponding. WEBS 2x4 SP No.3 5)Plates checked for a plus or minus 0 degree Standard BRACING- rotation about its center. 10)Dead+Uninhabitable Attic Storage:Lumber TOP CHORD Increase=0.90,Plate Increase=0.90 Plt. Structural wood sheathing directly applied or 1-11-14 oc 6)This truss has been designed for a 10.0 psf bottom metal=0.90 purlins, except end verticals. chord live load nonconcurrent with any other live Uniform Loads(plf) BOT CHORD loads. Vert:1-2=235,3-4=20 Rigid ceiling directly applied or 10-0-0 oc bracing. 7)'This truss has been designed for a live load of Concentrated Loads(lb) 20.Opsf on the bottom chord in all areas where a Vert:2=726 1=-116(F)5=-343(F) REACTIONS. (lb/size) rectangle 3-6-0 tall by 2-0-0 wide will fit between the 4 = 869/Mechanical bottom chord and any other members. 3 = 1827/Mechanical 8)Refer to girder(s)for truss to truss connections. Max Uplift 9)Provide mechanical connection(by others)of truss = 331(LC 4) to bearing plate capable of withstanding 331 lb uplift at 4 3 = - 3 (LC 4) joint 4 and 735 lb uplift at joint 3. Max Grav 10)Load case(s)2,10 has/have been modified. = 869(LC 1) Building designer must review loads to verify that they 4 3 = 182(LC(LC are correct for the intended use of this truss. 11)"Semi-rigid pitchbreaks with fixed heels"Member FORCES. (lb) end fixity model was used in the analysis and design of this truss. Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 12)Hanger(s)or other connection device(s)shall be TOP CHORD provided sufficient to support concentrated load(s)262 1-4=-477/181 lb down and 229 lb up at 0-1-12,and 1334 lb down WEBS and 684 lb up at 1-11-12 on top chord,and 633 lb 2-3=-1549/635 down and 270 lb up at 0-10-12 on bottom chord. The design/selection of such connection device(s)is the NOTES- responsibility of others. 1)2-ply truss to be connected together with 12d (0.131"x3.25")nails as follows: LOAD CASE(S) Top chords connected as follows:2x4-1 row at 0-9-0 oc Standard clinched. 1)Dead+Roof Live(balanced):Lumber Increase=1.00 Bottom chords connected as follows:2x4-1 row at ,Plate Increase=1.00 0-7-0 oc clinched. Uniform Loads(plf) Webs,connected as follows:2x4-1 row at 0-9-0 oc Vert:1-2=235,3-4=-20 clinched. Concentrated Loads(lb) 2)All loads are considered equally applied to all plies, Vert:2=1334 1=-262(F)5=-633(F) except if noted as front(F)or back(B)face in the LOAD 2)Dead+0.75 Roof Live(balanced)+0.75 Uninhab. CASE(S)section.Ply to ply connections have been Attic Storage+0.75 Attic Floor.Lumber provided to distribute only loads noted as(F)or(B), Increase=1.0%Plate Increase=1.00 unless otherwise indicated. Uniform Loads(plf) 3)Wind:ASCE 7-10;Vult=170mph(3-second gust) Vert:1-2=255,34=-20 Vasd=132mph;HVHZ;TCDL=5.Opsf,BCDL=5.Opsf; Concentrated Loads(lb) h=25ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS Vert:2=1187 1=-225(F)5=561(F) (envelope);cantilever left and right exposed;Lumber DOL=1.25 plate grip DOL=1.25 Wasaing-Weasetlora.01iei¢.ebe'A I ROOF IIOSS6rMIT111.GINFRAITnASA(0110111ONS(OSTOMtRrOUT[11A(NNOW110GIMDir Form rer4 design pnroneterseed«al asks.0A isms Win Dro.1eg(100)mrd she Manuel Martinets].Reference Shed before ate.Unless olhnsrise stored onlbelOD,only MANUEL MARTINET,P.E. �101eR sommss pldn sbd be mad for Me ND Labe na0d.IsoTrms 0mige Iegneer(.e,Speddly hgineo),16e3ed se ary1DO mpreseds w naplmue slfM1e profestieoot'.0-b gmspsra3iriry lm@e desigc slke snghkms d:phkd en the mOenry,undo pbh the dedgn osssmpecm,los6ngemddkm, ' sonoBlilyoedoteollM1isTiontetonyRuAd'mgislhsmspsmi4rdToleheOmn,INeg.neisomM1oriesdagemorlAermldirg0aipner,inlhemmetdsholRGshellC.IhalaolhuBdmgsodaoedT%I,1Aeappowld16a1DDandmyfieldmeollFeTrosbimladngRondGigskseye,imkOalionondhrasmyshaOhlhe #0082 ' respoesibdiR slthe luNrdng Deilgner asd(oauenar.AO nokssdaN in she lODeM IM Noraussndgeidernes oltheruilding(osnpa...Saldyldosmafian(B[SQpoblisM1edby lPl mdSBfA ore roleienmdkrgmenlgsidanse.Rol defines 16eresponblGHm aeE dubm oltha kmf Deugney Gun DesigrtEngineer sad 10019(horlton(ir. imssYoeefoMres,mlen oth-he defined by.(anuastageed spun is.rbinghy d1 pmtles nedred,The Dun Oeige Fugkeer is NOT the Ruldsg Designs.m born yrd.ne(ngineer ler any hsildi%All CaPAW lernime as defined k Rld. Cspysighl®2015 A-1 Rest -Manuel MMoAines,PL 9eprodu,fi al this da-1,i.any Waa;is psahlhiled.ithnitten perminn.fin.AJ Roof Tmsses-M..uelMnY e;P.E. Orlando,FL 32832 Job Truss Truss Type 4ty Ply �Std Pac/6812 EL A 61634 FG08 FLAT GIRDER 1 A0528959 Job Reference o tional Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@maltruss.com Run:7.600 s Oct 3 2014 Print:7.620 s Apr 30 2015 Mffek Industries,Inc. Wed Jun 17 15:26:14 2015 Page 1 ID:FJ M?bXpxJ B W bW8ogOill UfzJdIJ-m4Y6driNMed?h PC8gLLJ9mVM7P2CDjXJaG?wm W?zSLsd 2-7-11 4 11-14 7-4-2 9 8� 12-0-8 13-5-9 15-2-2 , 2-7-11 2-43 2-4-3 2 4 3 2-4-3 1-5-1 Dead Load Defl.=1/8 in 2x4 11 3x4= 2x4 11 3xl2= 3x6 I I 3x4— 2x4 11 = 1�54 2 1 3 1 4 1 5 1 6 2 7 2 8 T1 W W1 22 14 23 13 24 12 25 11 26 27 9 15 3x10= 2x4 1,1 3x6— 2x4 11 10 4x4= 4x4 II — 6x12= 2-7-11 4 11-14 7-4-2 9 8 5 12 12�1r13 15-2-2 2-7-11 2-4-3 2.4-3 2 4 3 2__ 0 1 4 3-05 Plate Offsets(X,Y)— [1:0-2-4,0-2-8],[6:0-3-12,0-1-8],[10:0-6-0,0-4-0],[12:0-1-12,0-1-81,[14:0-3-8,0-1-81,[15:0-2-0,0-1-6] LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in ([cc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.43 Vert(LL) 0.07 12-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.41 Vert(fL) -0.17 12-13 >853 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.81 HOrz(fL) 0.03 10 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:294 lb FT=O% LUMBER- TOP CHORD 2x6 SP 240OF 2.0E 12)Provide metal plate or equivalent at bearing(s)10 BOT CHORD 2x6 SP 240OF 2.0E WEBS to support reaction shown. WEBS 2x4 SP No.3'Except' 1-14=1847/7008,3-14=-5746/2394, 13)Provide mechanical connection(by others)of truss W1:2x8 SP No.2 3-13=79/602,4-12=3779/1587, to bearing plate capable of withstanding 1204 lb uplift W2,W4,W5:2x4 SP No.2 5-12=2922/8627,5-11=-413/186, atjoint 15 and 4635 lb uplift atjoint 10. BRACING- 5-10=11322/3849,6-10=-4019/1409, 14)Load case(s)2,10 has/have been modified. TOP CHORD 7-10=3821/1357,7-9=-1305/3485 Building designer must review loads to verify that they Structural wood sheathing directly applied or 6-0-0 oc are correct for the intended use of this truss. pudins, except end verticals. NOTES- 15)"Semi-rigid pitchbreaks with fixed heels"Member BOT CHORD 1)Special connection required to distribute bottom end-fixity model was used in the analysis and design Rigid ceiling directly applied or 10-0-0 oc bracing, chord loads equally between all plies. of this truss. Except 2)Special connection required to distribute web loads 16)Hanger(s)or other connection device(s)shall be 6-0-0 cc bracing:9-10. equally between all plies. provided sufficient to support concentrated load(s)262 3)3-ply truss to be connected together with 12d lb down and 229 lb up at 0-3-10,197 lb down and 135 REACTIONS. (Ib/size) (0.131"x3.25'j nails as follows: lb up at 24-12,272 lb down and 156 lb up at 44-12, 15 = 4166/Mechanical Top chords connected as follows:2x8-2 rows 3769 lb down and 2064 lb up at 6-5-9,1647 lb down 10 = 13444/0-2-9 (req.0-3-13) staggered at 0-9-0 oc,2x6-3 rows staggered at.04-0 and 818 lb up at 84-12,1647 lb down and 813 lb up Max Uplift oc,2x4-1 row at 0-9-0 oc. at 104-12,and 1647 lb down and 807 lb up at 1b = -1204(LC 4) Bottom chords connected as follows:2x6-3 rows 124-12,and 1630 lb down and 670 lb up at 14-4-12 10 = -4635(LC 5) staggered at 04-0 oc. on top chord,and 597 lb down at 1-9-12,580 lb down Max Grav Webs connected as follows:2x4-1 row at 0-9-0 oc, at 3-9-12,597 lb down at 5-9-12,597 lb down at 15 = 4581(LC 2) Except member 5-11 2x4-2 rows staggered at 04-0 7-9-12 597 lb down at 9-9-12,597 lb down at 10 = 13739(LC 2) oc,2x8-3 rows staggered at 04-0 cc. 11-9-12,and 597 lb down at 13-9-12,and 1811 lb 4)All loads are considered equally applied to all plies, down and 759 lb up at 14-6-9 on bottom chord. The FORCES. (lb) except if noted as front(F)or back(B)face in the design/selection of such connection device(s)is the Max.Comp./Max.Ten.-All forces 250(Ib)or less-except LOAD CASE(S)section.Ply to ply connections have responsibility of others. when shown. been provided to distribute only loads noted as(F)or TOP CHORD (B),unless otherwise indicated. 1-15=4070/1138,1-2=7119/1838, 5)Wind:ASCE 7-10;Vult=170mph(3-second gust) LOAD CASE(S) 2-16=7119/1838,3-16=7119/1838, Vasd=132mph;HVHZ;TCDL=5.opsf;BCDL=5.Opsf; Standard 3-17=12229/3967,4-17=12229/3967, h=25ft;Cat II;Exp C;Encl.,GCpi=0.18;MWFRS 1)Dead+Roof Live(balanced):Lumber Increase=1.00 4-18=12229/3967,5-18=12229/3967, (envelope);cantilever left and right exposed-;Lumber plate Increase=1.00 5-19=2083/5721,6-19=-2083/5721, DOL=1.25 plate grip DOL=1.25 Uniform Loads(p1. 6-20=2083/5721,7-20=-2083/5721, 6)Provide adequate drainage to prevent water Vert:1-8=220,9-15=-20 8-9=-951/314 ponding. Concentrated Loads(lb) BOT CHORD 7)Plates checked for a plus or minus 0 degree Vert:1=-262(B)2=197(B)11=-186(F)10=186(F) 15-22=-197/893,14-22=-197/893, rotation about its center. 16=272(B)17=3769 18=1647(B)19=-1647(B) 14-23=-3967/12229,13-23=3967112229, 8)This truss has been designed for a 10.0 psf bottom 20=1647(B)21=1530(B)22=186(F)23=-180(F)- 1 3-24=-39 67/1 2229,12-24=3967/12229, chord live load nonconcurrent with any other live 24=186(F)25=-186(F)26=-186(F)27=-1811(B) 12-25=1393/4657,11-25=1393/4657, loads. 2)Dead+0.75 Roof Live(balanced)+0.75 Uninhab. 10-1 1=-1 393/4557,10-26=-2810/1049, 9)*This truss has been designed for a live load of Attic Storage+0.75 Attic Floor.Lumber 26-27=2810/1049,9-27=2810/1049 20.Opsf on the bottom chord in all areas where a Increase=1.00,Plate Increase--1.00 WEBS rectangle 3-6-0 tall by 2-0-0 wide will fit between the Uniform Loads(plf) 1-14=1847/7008,3-14=-5746/2394, bottom chord and any other members. Vert:1-8=210,9-15=-20 3-13=79/602,4-12=3779/1587, 10)WARNING:Required bearing size at 10 Concentrated Loads(lb) 5-12=2922/8627,5-11=413/186, greater than input bearing size. Continued on page 2 11)Refer to girder(s)for truss to truss connections. W.mg-W—Ansoughly revier the'Al NOTlrtbiFr%IIIrti 6INlrrl HIDIS6COrDInONS(OSIDAnYt'DUrC1�A(ANDWI[06FYIBIr'Iwm Yapy deupvporamNenaed realaoHtoothirrnfs Ditigo prmiepltDDlaod lhetlonncl YorNeet,PE relerenm lhecl hehreou.Ik,bu e,heniw timed onthe rDD,odr MANUEL MARiINEI,P.F. QAOIeh mneeAer ploln sM1aA 6e wed for IM1e IODtebesogd dsaTtou DesigoEegmen rie-Speilolry Fngwenh the seal onngTDD represerds on ortglnae ollheprolestionol eegineeivg rnpon 3girylw Medwigo dtks s'mgieho+s depirlel co Ihe1DD onFj,under IPI-I.The design ossumptias,loddmgemddias, nitofdliryoed we of oisTrvsi for ongrurding is the raspnmiMTiry oflho 0rner,IM1eomer's ewhotired ogee or Ma rwld'mg Designer,in the weed of the llC,IdolpC.tielaalhogdiq,ode nediPhl.neapptaaldihe lDD endenyfieldmeollM1eirun,indod'nl hoedfiq,sbrvge,iaNOogon ondhraimg,sho06e the #0471112 rnpoovhdiry elide BaOnrng Oedgneraad(enhaAor.AN notes selod InAsTODend th plaffirosand gtidehoesofAt loildiel Impotent Solery 14farnwpanp611pahli,hed by IN and%(Aat.r,I nWi[agennnlpidow.TPH defines the tesposArifiei and defiesohbe Eras Desigar,hun Design Engineer end 10019(horlton Cir, hms 400nlonww,antes oihetriv defined hpaCnntrmdogreedgoo io miting by oDpwtro�Mewed.The Trae pwlgo fngureer is NOT pro ridding naigner ar he's Sin-felin Iraq hxj&*AnCopiloind terms we.,defied in TPII. (eppighl©7015 A-I raalTmsse,-Monad AbAi-,P.F,repmdwtion of ibis d—of,in oey 6.,1,pmhihitsd rilh nhf.pnmi,siwhe.AA Red Trusw,-Altned Mwf4w,P.L` Orlando,FL 32832 Job Truss Truss Type' Qty Ply Std Pac/6812 EL A0528959 61634 FG08 FLAT GIRDER 1 Job Reference o Tonal Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.600 s Oct 3 2014 Print:7.620 s Apr 30 2015 M7ek Industries,Inc. Wed Jun 17 15:26:14 2015 Page 2 I D:FJ M?bXpxJ BWbWBogOillUfzJd IJ-m4Y6drW Med?h PC8g LLJ9mVM7P2CDjXJaG?W m W?z5 Lsd LOAD CASE(S) Standard Concentrated Loads(lb) Vert:15=-1 1=-225(B)2=-173(B)11=-494(F) 10=-494(F)16=239(13)17=-3349 18=1462(B). 19=1462(B)20=-1503(B)21=1424(B)22=-494(F) 23=-480(F)24=-494(F)25=-494(F)26=-494(F) 27=-1649(B) 10)Dead+Uninhabitable Attic Storage:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-8=180,9-15=20 Concentrated Loads(lb) Vert:15=-1 1=116(B)2=-99(B)11=597(17) 10=597(F)16=-143(B)17=2091 18=-909(B) 19=909(B)20=-963(B)21=941(B)22=-597(F) 23=580(F)24=-597(F)25=597(F)26=-597(F) 27=1075(B) Homing PleasetheroagbPyreniertte'41RODF Sheet beforeose.1Wessot6erriss9WedooeheTDD,oaty MANUELMARiINEI P.E. W16 suneeder plot,,shot be o,ed to,the TODto bewNd.As oT.on Design Wgmeer(s,Spedolry En§—J 6,feel anoq H)0 nprzserds on—ptome ssheprolession•I eepineningm pombifily tm M.:design of He smgL L m,depirkd an the MD nnly,Dodo,TP41.The dnp onmapton,loodmgron&fion, !AP snno4filyotdmeof this TmsslarMI'Mingisthe Vno,iayof the 0lrtm ene,theDisnofth.dottMorlb"If10i,9Dnipeeyilthe.M.1.1theII4theIMSto Wml builbgto0,WTPFl.The oppsavel•f the TODandeeyfieW of,of she Truss,imlodinEhoodbp,srorage,isoolbfian andbr,6%thenbethe #041182 r rzso•dbndl'o11Ge WUding Designerood(oenodof.Al Wok,nlouh.1he IDO,oftprardnsaad golddoes of the BoMo;Campones safety lokrmafioop(SQ pobb,hed by IN and SP(A ererotereomdfor genercl gaidenre,f&I defines therespoesblGNef and dutros althe LassOedgaer,imu Design Engineer and 10019(horlton(ir. Irms 4•enkmiror,nnkn a0nsdse defined bye Cenhmioneed upon ie nidnghy dlpmtles rovdeed.The Loss Design Iqi-is NOT the Building Designer or Lon System Ingmeer to,my hoildl•g.AO CWpholind Imps me m defined In TPId. Cepydghf®R015 A•)Red Two,-Maao Wedi m,P.E.ReprodwOoW of this dommeof,iW ony lam,is prohihil drib aifl.perminion Lem A.Pool Truss.-MonoeI Noef,roi,P.E. OfIDOdO,FL 3I832 e Job Truss Truss Type Oty Ply. Std Pac/6812 EL A 61634 FL03 Floor 3 1 A0528960 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 17 15:26:14 2015 Page 1 I D:ZgGAOXHcZ21XwAPOYAZo2lzJaY6-m4Y6drW M ed?hPC8gLLJ9mVM4626AjawaG?wmW?z5Lsd 04-8 H,3�, 2-6-0 2-2:6 , 24)-1 Dead Load Defl.=1/16 in 1.5x4 II 4x6 11 3x3= 3x4= 3x6 FP= 1.5x4 11 34= 1.5x4 11 3x4= 3x3 11 1 23 4 5 -6 7 8 9 10 114 17 16 15 14 13 12 11 1.5x4 11 4x6= 3x4= 1.5x4 11 3x6 FP= 3x6= 3x6= 9 4 9 7-2-6 8-2-6 9-2 6 ., 16-8-7 6-9-14 1-0-0 1-0_0 7-6-1 Plate Offsets(X,Y)— 11:0-3-0,Edge],[15:0-1-8,Edge],[17:Edge,0-0-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.64 Vert(LL) -0.21 12-14 >910 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.80 Vert(rL) -0.30 12-14 >646 360 1 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.03 11 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight 89 lb FT=0%F,O%E LUMBER- TOP CHORD 2x4 SP No.2(flat) 6)Gap between inside of top chord bearing and first BOT CHORD 2x4 SP No.2(flat)'Except' diagonal or vertical web shall not exceed 0.500in. B1:2x4 SP M 30(flat) 7)CAUTION,Do not erect truss backwards. WEBS 2x4 SP No.3(flat) BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc LOAD CASE(S)Standard puriins, except end verticals. Standard BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11 = 968/Mechanical 1 = 968/04-0 (min.0-1-8) Max Grav 11 = 968(LC 1) 1 = 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=2503/0, 7-8=2256/0,8-9=2256/0 BOT CHORD 15-16=0/1898,14-15=0/2503, 13-14=0/2503,12-13=0/2503, 11-12=0/1416 WEBS 1-1 6=011 219,4-16=1247/0,4-15=0/826, 6-15=296/0,9-11=1643/0,9-1 2=019 8 0, 8-12=304/0,7-12=-571/7 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 S)nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Nproing-PlemelhowaghryrederMe'}1 gpgFIDl1555f('SRIa'y 601FPAl I1gY5 A(ONDIIIOAS(OSIONEY('EIITa�1(Q7gyl(fp6EMtl71'lorn yerify design pnromelenaud rend oohs oa Chit haf+geugo prcring(IDglmdlhe YenaA Ynmect,P1.(etereom Shaot helore au.Men m6ariuftoted ontheTDD,mSy MANUEL MARiINEI,P.F. "k..reeMrple—ld hemedtor the MIT to beeohd.AsoTrox Design Fogmen@.r,Speiinlry FogmemAlH TeolooaejIDOrep+euofsao oarytome nflhe prolntmol npinenhgrnpoe+3iliry lm UednrynndtF:es®g4hm+depi,kdntbe lllgonly,unduTPFI.IDe design nnvmpfiees,IwGag+muom+, ' 'idebirdyon-ellhi'l—Inanyheldingirlherov-0.11ydth0enn,MeO.n""whowdogentor the guil"Des'rynn,ialh.wet0,helt4 the lgG the ladbuddmpWeoedt.Pld.lheopp,owldtdeTggevdanygeldmeollM1eirvts,ImludngF.ondrueysbrege,inshgofianondb,xiag,shogbethe #047182. rtspoeubiGry olMe lnilding Oeilgoer ondfonnanm.Alwbs safoul WThe IDO end the protuetped geldefoes oltbe Boildiag[omponeel SohrylydmmotionlB(SIl pobli,hed hj lPl opt SRG me relemomdtorgenenl guidems.IP6l defmnMe respoos3lGlks and dutet olthe imss Oetgner,T,uxDesign Eegioeet and ]pD19(hgrlfon Cir' -, Trox 11-famrm,onlexoIDnd+e debeed byo(enhmt ogrrcd epon ie nhughyollpmrie+i rohed.UnTri Dwlgo logieerh NOT The amldiog Delignm Or lmv SyonEngmeer for my hildug Nfapamlhed Ceres memdehnedloipl 1. Copyright®7015 A-Iloollrossee-Moeae111mlien,PF.RepedetN000f this de—Irt,io any lam,is prohibited 0bniff permitsien Gem A-S Root Tuxes-Moral Wdinn,P.E. 0dando,FL 32832 Job Truss Truss Type Qty Ply Std.Pac/6812 EL A . 61634 FL04 Floor 6 1 A0528961 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:15 2015 Page 1 ID:ZgGAOXHcZ21XwAPOYAZo2lzJaY6-EH6VrBW7Pw7Y1 Mjsv3gOJiuDoRRFS11jUfgJ3Sz5Lsc 0-" H I1-3-0 , 2-6-0 2-2-6 2-3-6 Dead Load Defl.=1/8 in 1.5x4 II 4x6 11 3x3= 3x4= 3x6 FP=1:5x4 11 3x3= 1.5x4 11 3x6= 3x3 11 1 23 4 5 6 7 8 9 10 _ a�b 17 16 15 14 13 12 1.5x4 11 4x6= 3x4= 1.5x4 11 3x6 FP= 3x6= 3x6= 7-2-6 8-2-6 9-2-6 16-11-12 6-0-14 1 0 0 1 0 0 7-9-6 Plate Offsets(X,Y)— rl:0-3-0,Edgel,[15:0-1-8,Edge],[17:Edge,0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 - TC 0.71 Vert(LL) -0.24 12-14 >811 480 MT20 2441190 TCDL 15.0 Lumber DOL 1.00 BC 0.87 Vert(TL) -0.35 12-14 >568 360 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(fL) 0.03 11 n/a n/a BCDL 5.0 Code FBC2010rrPI2007 (Matrix) Weight:91 lb FT=0%F,O%E LUMBER- TOP CHORD 2x4 SP No.2(flat) 5)Recommend 2x6 strongbacks,on edge,spaced at BOT CHORD 2x4 SP No.2(flat)'Except' 10-0-0 oc and fastened to each truss with 3-10d 131:2x4 SP M 30(flat) (0.131"X 3")nails. Strongbacks to be attached to WEBS 2x4 SP No.3(flat) walls at their outer ends or restrained by other means. BRACING- 6)Gap between inside of top chord bearing and first TOP CHORD diagonal or vertical web shall not exceed 0.500in. Structural wood sheathing directly applied or 6-0-0 oc 7)CAUTION,Do not erect truss backwards. pur ins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. LOAD CASE(S) REACTIONS. (lb/size) Standard 11 = 985/0-3-8 (min.0-1-8) 1 = 985/04-0 (min.0-1-8) Max Grav 11 = 985(LC 1) 1 = 985(LC 1) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(Ib}or less except when shown. TOP CHORD 1-2=845/0,2-3=843/0,34=843/0, 4-5=-2586/0,5-6=2586/0,6-7=2586/0, 7-8=-2319/0,8-9=-2319/0 BOT CHORD 15-16=0/1940,14-15=0/2586, 13-14=0/2586,12-13=0/2586, 11-12=0/1444 WEBS 1-16=0/1238,4-16=-1281/0,4-15=0/872, 6-15=309/0,9-11=-1674/0,9-12=0/1022, 8-12=324/0,7-12=-588/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Plate(s)at joint(s)13 checked for a plus or minus 5 degree rotation about its center. 3)Plate(s)atjoint(s)17,10,11,1,5,2,14,7,16,3,4, 15,6,9,12 and 8 checked for a plus or minus 0 degree rotation about its center. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss* pomieg-Plrose MaoopAly revive the'11 FDDFIIUSSESr'SRI�],GOIE&(1(PYS6(ONDtnDAS(BSIDYFrJ'EDf[I'JAQ'.JDY7(D6FYt1lI'Imm Vaifydesipnpo,ometen oodrmdnotn on lAir(msDesign Ora.apJIOD)mitheNonuel Yonieey Pt,reFermrefleet hehre ose.0nkss ede,risesMed nothelGD,ody MAUUEL MARIINFZ,P.F. Yird mnumr pinles shal ha oud for Ik NDhbe Hoed AsaLon Dnigsrnglnea(.e.,SpedoDy Fngmen),16e uol onaglDO repreums on a,mpmme ollhe pmlessionoleagmeakgropoeslilily 1.@<desigo alC,esmgfeTrms dephkd se the IDD ady,usda 1PI-1,The deign onump,ieos,lavfmgaonddions, ' ssbbitil; uolthisLossfe,mylsiMrigisWemspomiWdyoflAeOerm,,Its Oene,'srvthori»dogeetorthe hildinggesigm,igthemmeaaol the MC,the MC.1he lad Wiling WeaedTF1.1,The op{aoealfd,T7Do�datlfidd use of its Truss,indodatghualig,slauge,imtuMlionondhm,ing,shoghethe #047182 respsssiTdlq tithe,luiWoll Designer ad(oexada.Malts setoulmthe TODend the piake,and geidehons tithe BuildingCompa"'lufey lolsrmolioap(SlJ published hyIl sad SECAare mfa,enrod Is,geoerel gsdeae.IMI defines Meraspon blitieseuddisolilthelmss Wdgoer,LussOesign Eegineer and 10019 Chariton Cir. Tmu YaonfoMrey nnkn olhndu defined hys(onaoe sgued span in erdkg by dlpanes uvabed.Re Lux Dadgn Fsgmea isNOilM Buldmg Dedgner aLuss dydeafegmeer br ory 6dldvg.In CopDrGred Inasaeas defiad M iPld. Copydght97015 A•I rsdTmssas-11-1Yodi-,P.leprods,6oe of the dsn,med,ie ory'lam,is prohibited with niHea perminisa(mm A l Psal Losses-Yondel Yo,paes,Pt. Orlando,F132832 _-] Job Truss Truss Type . Qty PIy Std Pac/6812 EL A 61634 FL07 Floor � 5 1 A0528962 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:15 2015 Page 1 ID:FJM7bXpxJBWbW8ogQlllUfzJdIJ-EH6VrBW7Pw7Y1 Mjsv3gOJiuGrRR1 SSLjUfgJ3Sz5Lsc I 2-6-0 I 240-0 5 1.5x4 11 1.5x4 11 Dead Load Defl.=1/16 in 3x3 11 3x3= 3x4 11 1.5x4 11 3x3= 3x3 11 1 2 3 4 5 6 7 8 IVI IV 13 12 11 10 9 3x6= 4x6=1.5x4 11 1.5x4 11 3x6= 3x3= 5-11-8 6-11-8 , 7-11-80 , 13-7-7 5-11-8 1 0-0 1 0 5-7-15 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 'TC 0.57 Vert(LL) -0.13 12 >999 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.89 Vert(TL) -0.17 13-14 >921 360 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(T-L) 0.03 9 n/a n/a BCDL 5.0 Code FBC201 O/TP12007 (Matrix) Weight:77 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 purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14 = 802/0-3-8 (min.0-1-8) 9 = 802/Mechanical Max Grav 14 = 802(LC 1) 9 = 802(LC 1) FORCES.(lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1690/0,34=-1690/0,4-5=1708/0, 5-6=-1708/0,6-7=-1708/0 BOT CHORD 13-14=0/1136,12-13=0/1708, 11-1 2=0/1 708,10-11=0/1708,9-10=0/1136 WEBS 2-14=1318/0,2-13=0/646,3-13=-319/0, 4-13=49/322,7-9=1318/0,7-1 0=017 1 8 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 wmeing-rhatenmowl mi.ne Ya DoorlAesOrM1111 onaeAL TIM A rormnotn(DSTolaybortrlAOBommsFUDlr m�rmdratdgo porametenod,eae cola mpaslms,Oesn nD„rrug(IODT®a ne DonaellmNeea Pa rdneamsnen DeWre ox.Imtas nna.iu vmd Dane 1W,mF QADlneeenuor pinessnal be nsedfor fhe lDDbheea5d.ItaLoss DesigeEepmen(x,Spedollyregwea),Ihe uol oeoeglDD represeohaa nuplomeoflhe puletimalmgioemayu,po¢tmif¢Im Rsledgedne,®g41rn»dspiAvdmMelDD only,unde,R6l.Thedaign o,wmp+'ans,len&ag,oefitien, MANUEE MARTINEZ,P.E. ' Wobil{ryed-efnhl,ouforanrluDdiogisntreyomibli%olneOnw,.PoeDrne,'sootharieedogeatmneBeildmgOaignm,inlnaumAldntlA4nen4lheladloddmg,odeatdTFI.I,Theopp,moleln,TD➢,edamfieldauolnaTrass,imlodaigAaadDry,sn,age,ialolbrwodMaimg,thenbothe #047182 mepasibairy olne BaBirngDailpnerend(erneaor.ABM of setauhiflit Wed the p.dusoad gdMets olthe WWI Wily loPo,=fim@(SnpugDsned by IN adSBFAmerelnenmafo,geeetel g,idenu.IPH edoes the tespmaUtNs and dunes dibe lus,Dedgan,Tru 0Wge[egioen ed 10019(WIton Cit.. TmssYeculemuer,adas onndse defieM Br o(mberteg,ed open io rrBegngaDpme4s erolyd.the Lou DNga fngnen isNDl,he&nl6ag Oasignes aLmsdrstem Fagwen tar aer h,Admg.AD(epslerad tnmsue..dd"ed 6,TPI). Copgdght®rOlg A-I tao(Tusses-YmeelNmlmm,PF.BeprodwDoa finis dasamet,it 00r larm,is pohrlild.in niaen pe,miniw hem A•1 naolTsosus-Hamel Nm,ina,P.E Orlando,Fl.37832 Job Truss Truss Type Qty Ply Std Pac/6&12 EL A 61634 FL09 Floor 2 1 A0528963 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:16 2015 Page 1 ID:FJM?bXpxJB WbWBogQlllUfzJdIJ-7ft2XXdAEFPeVl2TmLdrwRNQrkUBRNtjJPsbuz5Lsb 2-&0 2-2-3 0-11 Dead Load Defl.=1/4 in 3x3 11 4x8= 1.5x4 11 3x4 11 1.5x4 11 3x6 FP= 3x3= 1.5x4 11 3x6= 3x3 11 1 2 3 4 5 6 7 8 9 10 0 18 17 16 15 14 13 12 11 3x6= 1.5x4 11 4x6= 1.5x4 11 4x6= 3x8 MT20HS FP-- 3x6= 3x6= 1.5x4 SP-- 5-8-3 6-8-30 1-7-813 , 19-3-10 5-8-3 140- 0-0 11-7-7 Plate Offsets(X,Y)— [12:0-1-8,Edge],[16:0-1-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) -0.37 14-15 >621 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 1.00 Vert(TL) -0.63 14-15 >363 360 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:105 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 SP M 31(flat)'Except' 6)Recommend 2x6 strongbacks,on edge,spaced at T2:2x4 SP No.2(flat) 10-0-0 oc and fastened to each.truss with 3-10d BOT CHORD 2x4 SP M 31(flat)*Except* (0.131"X 3")nails. Strongbacks to be attached to 132:2x4 SP No.2(flat) walls at their outer ends or restrained by other means. WEBS 2x4 SP No.3(flat) BRACING- TOP CHORD LOAD CASE(S) Structural wood sheathing directly applied or 6-0-0 oc Standard pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 18 = 1143/Mechanical 11 = 1143/Mechanical Max Grav 18 = 1143(LC 1) 11 = 1143(LC 1) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=3105/0,34=-3105/0,4-5=3570/0, 5-6=3570/0,6-7=3570/0,7-8=2843/0, 8-9=-2843/0 BOT CHORD 17-1 8=0/1709,16-17=0/1709, 15-16=0/3105,14-15=0/3105, 13-A4=0/3437,12-13=0/3437, 11-12=0/1711 WEBS 4-15=-475/0,2-18=-1970/0,2-16=0/1628, 3-16=533/0,9-11=-1 984/0,9-12=0/1322, 8-12=-272/0,7-12=-692/0,7-14=0/293, 5-14=-498/0,4-14=0/970 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. Womug-%enetbaosgbty revierthe'41IDDFIII6flS(-Sft1lCf,GElOIiI I[BYSaCDtlDIXOXS CJSIOXEP('DUrri1A(OIOWInOFXESII'fosm Panydnlgvpnonetenaadrcod oohs oe this I.,DedpOming(IDDlmd the Mvnue19snitTn P1.leferesteShtel bebre—Mbss alhes•in stored oothelDD,on1y MANUFL MARTINE2,P.E. QI47A.meth,plea shd k oud lo,the ND is b,,.5i IT vLoss Dedgv{npineer[e.,SpedallyhgbrahlbnealooveyIDDrepresents an vaepamealfk pmfnsional eeghrcnisg mpvasmilily forlEe desige,Into Tugb irns depl kd,n Ibe IDD.n,nker IP61.The deug�o.Tuwpton,IvvGngrwfi-, suilobililyneduseof7W—fin,Mleddingh Th.mspn,ibililyofth,0rrner,The 0•neisoutM1oriaedagemcrthe Beildbg0nipner,is[be Tenteelpl the ltG the INC the lstAdfimgWeWTH-1.The gpwmleftheBDDand say fieldo elk1w,ixiednglondrig,fitsge,inblPofian end butiog,Then both, #841182 uspoav3Tiry of tk dtilnivg Dedgeer evd Corlradm.AN asses$0.0 in the TOD evd the prerdus ood gnidshnef the Bsiung Fouponem S,lely Iola ssell.(d(SQ pnblfskd bydP1 wd%CA ue rehiesmd for gamigaidenu.IP41 degvntM1e rnponb5tiet and dodo of tk Imss Dadgser,huu Deslgn Eegineer and boss Xacotarurer,eaessmMsdv defined by o(ondntageed epnv iv nacg byallpwoeT vnvhed She L for oey bedd.g ADCap.k.d Inn.non dehved fo IP61. 18019 Charlton(If, ' Cvpyrigbt®7015A-IrvoSTres.eT-Nvnae111atiser,PF.leprodnliasdthisdaa el,ivanylvrm,isprvM1ibitedritberriHenpermissiwfremA-IPoolirvsset-NvruelNntaer,P.E. Orlando,FL32832 Job Truss Truss Type Oty Ply Std Pac/6812 EL A 61634 FL10 Floor 1 1 A0528964 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 17 15:26:16 2015 Page 1 I D:FJM?bXpxJB WbWBog Q III UfzJd I J-Tft2XXdAEFPeVl2Tm LdrwRN hmjBT6tjJ Psbuz5Lsb h -i' 1-6-8 Dead Load Deff:=1/4 in 3x6 FP= 3x6 FP= 5x10= 5x8= 1 2 3 45 6 7 8 9 10 TA 11 12 Zz 1 � m r� d 21 20 19 18 17 16 15 14 5x6= 6x6= 3x6 FP-- 5x6= 3x6 FP= 5x8= 5x6= 5.8-3 f: 3, 7-8-3, 22�3-3 5-8-3 1-0-0' 'I' 14-M Plate Offsets(X,Y)- [2:0-3-8,Edge],[4:0-3-0,0-0-01,[11:04-0,Edgel,[13:Edge,0-3-01,[14:0-3-0,Edge],[16:0-3-0,Edge],[19:0-1-8,Edge1 [21:0-3-0 Edge] LOADING(psf) SPACING- 2-0-0 CST. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) -0.34 16-18 >775 480 MT20 2441190 TCDL 15.0 Lumber DOL 1.00 BC 0.79 Vert(TL) -0.60 16-18 >439 360 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.07 13 n/a n/a BCDL' 5.0 Code FBC20101TPI2007 (Matrix) Weight:180 lb FT=O%F,0%E LUMBER- TOP CHORD 2x4 SP No.2(flat) 4)Plate(s)at joint(s)15 checked for a plus or minus 5 BOT CHORD 2x4 SP M 30(flat)'Except* degree rotation about its center. 83,B4:2x4 SP No.Exce 5)Refer to girder(s)for truss to truss connections. WEBS 2x4 SP N P No.2(flatcept' 6)"Semi-rigid pitchbreaks including heels"Member W2:2x4 SP No.2(flat) end fixity model was used in the analysis and design BRACING-TOP CHORD of this truss.Structural wood sheathing directly applied or 5-8-12 oc 7)Recommend 2x6 strongbacks,on edge,spaced at purlins, except end verticals. 10-0-0 oc and fastened to each truss with 3-10d BOT CHORD (0.131rr X T)nails. Strongbacks to be attached to Rigid ceiling directly applied or 10-0-0 oc bracing. walls at their outer ends or restrained by other means. REACTIONS. (lb/size) LOAD CASE(S) 21 = 1326/Mechanical Standard 13 = 1326/0-3-8 (min.0-1-8) Max Grav 21 = 1326(LC 1) 13 = 1326(LC 1) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=4226/0,34=-4226/0,4-5=-4226/0, 5-6=-4226/0,6-7=-5191/0,7-8=5191/0, 8-9=-5191/0,9-10=-3733/0, 10-11=3733/0 BOT CHORD 20-21=0/2155,19-20=0/2155, 18-19=0/4226,17-18=0/4973, 16-17=0/4973,15-16=0/4732, 14-15=0/4732,13-14=0/2184 WEBS 4-18=0/404,2-21=2436/0,2-19=0/2353, 3-19=692/0,11-13=2482/0, 11-14=0/1769,10-14=-264/0, 9-1 4=1 14310,9-16=0/524,6-16=-120/366, 6-18=1125/0 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)21,17,13,12,1,8,18,4,2,20,19, 3,11,14,10,9,16,7,6 and 5 checked for a plus or minus 0 degree rotation about its center. emebo.elpanamwgldp,rrie.IWA-1ROOF rcdSSar%1[1rjDlNFu1 FORMS R(ORmnOes(OSF/NRhlnal AQNOTIFOMO0'1-Nify dWpapmceeehnndrnA emmFm,(ms DesipeD-leff D)me the A-19mtireaUIdei-SAnthten.m.Wkss1h ndsedded mfh,TWWj �(47rb smeerb,plmnshl beesrd b0l.100bb-H.he%.069n(ogiaem(r,SpedalryfopioemLl6eseol oa oeplflD,rpreuNtm-pl-dih pmfesdrmin&,v4,esMr"lmA;e dnigoetth swple Trmsdepided ee 16e M nlp,mdmMI.The dniposswopfieeslmdxyreediliers, MANUEL MARTINET,P.E. ' nhbiliry and-elthis fre.h,mp h1diegis the respomi6tarof6,Dow,Thee.oer's omhAdogenlor IF,Wd4Dreigaer,mlh mobxld the 11G thelfLl6elRd bnidmg We W71.1,The opprmoleflh,TDD and eey field use oFMaFmss,Fmbdnf AzadG�,sromgr,ushOarim and W&I,shop be Are #04)182 respeeN'bft Dfit Raldrng Designermd(mdrom safml,,Al mw io Ile TOO end The p ubmsaed g0do ns oftbe Roadieg(ompeekldry lNkromdaa PISQ p hided byF1 mdSBCAon re lnenndlorgmenlgoidnwo Wd,kwherespoMinee and mml the Lon D,gRr'1.0 Design F.1W.,and ' 10O19(horlt0n(ir. iron Ymshm,rer,ao!e,s e�,.In de6eedbp o(mhMog,epiepao ie niNcghpotlpmtn imelrel IbeLmsDeYge fogieem bNOT 16e Roildmg Oasigrx,mLass Sptlemfogmeer br ery kiYu9.AD Gpaolned tmmsme as defieed ioTPll. (opprig6f®4O15 A•I lmfinxes-NmuelYod'mer,P.F.Reprodurfioo olthis daromed,ie oop lo,m,isp,o6i6i(rd.il6nMn permiuimbom A-(RaoFTmtsee•No..Wwieet,p.f. Orlondo,1132832 I' Job Truss Truss Type Qty Ply �Std Pac/6812 EL A 61634 FL11 Floor 1 1 AO528965 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:17 2015 Page 1 ID:FJM?bXpxJBWbWBogQlllUfzJdIJ-AfDFGtYFwYNGGftF1Uss07 YfF7FwtHOyz9Q7Kz5Lsa 2-6-0 4-5-8, 2-0 0 „ 1-6-12 , Dead Load Defl.=114 in 3x6 FP= 3x6 FP= 5x8= 5x8= 1 2 3 4 5 6 7 8 '9 10 11 12 13 T9 TA 1 � en I� d 22 21 20 19 18 17 16 15 14 5x6= 7x6 11 3x6 FP= 5x6= 3x6 FP= 5x8= 5x6= 5-11-8 6 11-8,7-11 8; 22-7-12 5-11-8 1-0-0 1-0-0 14-8-4 Plate Offsets(X,Y)- [2:0-4-0,Edge],[5:0-3-0,0-0-01,[12:0-4-0,Edge],[14:Edge,0-3-0],[15:0-3-0,Edge],[17:0-3-0,Edge],[21:0-3-0,Edge],[22:0-3-0,Edge] 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 0.81 Vert(LL) -0.31 17-19 >860 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.77 Vert(fL) -0.55 17-19 >487 360 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horc(TL) 0.07 14 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:184 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 SP No.2(flat) 5)"Semi-rigid pitchbreaks including heels"Member BOT CHORD 2x4 SP M 30(flat)*Except* end fixity model was used in the analysis and design 133,134:2x4 SP No.2(flat) of this truss. WEBS 2x4 SP No.3(flat) 6)Recommend 2x6 strongbacks,on edge,spaced at BRACING- 10-0-0 oc and fastened to each truss with 3-10d TOP CHORD (0.131"X V)nails. Strongbacks to be attached to Structural wood sheathing directly applied or 6-0-0 oc walls at their outer ends or restrained by other means. pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. LOAD CASE(S) REACTIONS. (lb/size) Standard 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=-3785/0,3-4=-3785/0,4-5=-4513/0, 5-6=-4513/0,6-7=-5310/0,7-8=5310/0, 8-9=-5310/0,9-10=-5310/0, 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, 17-18=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=011 783,3-21=0/637,4-21=2117/0, 12-14=-2520/0,12-1 5=0/1 808, 11-15=265/0,10-15=1170/0, 10-17=0/556,6A 7=-1 56/310.6-19=-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, 3,12,15.11,10,17,8,6 and 7 checked for a plus or minus 0 degree rotation about As center. 4)Plate(s)at joint(s)18 and 16_checked for a plus or minus 5 degree rotation about its center. Nomieg.Pleosefbmoa�0p,„i,efbe•!•I Roof lPmsEsrsn(ErtisEE!EPAI IEMr(ormno�s(osiaY[ry•aur[r•IuAnomEouYen•En,mrLriry deapopnmmnen aea,mAoonsooDd,?roe,DeupnDro.ingPODlmeme YanoeEYamea,Pl.rderenee snaEM1eEueoY.wless eEAer iu,(med onroemD,mdp �ANUEL h1ARTINEI,P.E. �YileA mm,dm plate abo0 be mod for IAe NO bbe,arid.A,a Gou Dnig,Eagineer(iq SpmiobyEaginembt6e ual oo wyIDO repre,eA,ae anepbmeaf aeprofeuioval,opmeniLympousmi0rylm nidnyu e1C ti,yle irm,depiLYd mtbe IDD eory,undo iPld,The dni�ossmvption,lovfmg Load6ou, ' oonabibryondu,eolthisimnlmonTruOdingiethemopombirAyolfbeOfren,the0meitamhoriLadagenlorlheDugdiagDnigner,inlhemahafd,M1ellGtbell676eladboddmgrodeaadfliA,ThaopWowielfbeIDDandonyG,IdoeeollM1egro,a,imladngFoadG�g,atomge,Wallofenandbmimg,ahollboth, #041182 reepou!brdpo0heligiing DadgnerandCoaanor.AD nobf"foul b1he100na the rufits odgLideroe,ift.ruildingComponem Salary lobmafiao 0151)pobli,hed by 1Pi and Satan mhreuedfm gmenlguidmro.fiNdefines Merespoaobilagf and daAo,oftba has,Oedgaa,,lmv Design Eegineer and Imo YamloMro,,en!n,atheraiv defised hyo(antr,n armed upon irnCag byo0pmfia Mebed.Thk.Ne ge Engmeeo 41101 Ye hiOng Witt,.a Lae,Sydeurngmeer br aeybm'Ideg.AOfapiloDred te,ms me as deb,ed 6 iPld. 10019(Iforharr Or. fopydgbf®7015 A I roof Imsne•YoaaelNmfue,,PE repro bnYoa d fhia da,wieef,ie my Imm,Es pmbibiled rift niDea pefmicsioa Gam kl rovlTmsu,-0oauel aorlaep,P.L Orlando,FL 32832 f ' Job Truss Truss Type Qty Ply Std Pac/6812 EL-A 61634 FL13 Floor 3 1 A0528966 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design(daltruss.com Run:7.620 s Apr 15 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:17 2015 Page 1 ID:FJM?bXpxJBWbW8ogOillUfzJdIJ-AfDFGtYFwYNGGftF1UssO7 WUF7pwxw0yz9Q7Kz5Lsa 2-3-4 1i Dead Load Deft.=1/4 in 5X= 3x6 FP= 3x6 FP= 5x8= 1 2 3 4 5 6 7 8 9 10 11 12 ZITIQ 1 m I� 20 19 18 17 16 15 14 5x6= 5x6= 3x6 FP= 5x6= 3x6 FP= 5x8= 5x6= 5-7-12 6-7-121 7-7-12, 22-4-0 57-12 1 0 0' 1-0-0' 1448-4 Plate Offsets(X,Y)- [2:0-3-SgEdge],[4:0-3-0,0-0-0],[11:0-4-0,Edge],rl 3:Edge,0-3-01,[14:04-0,Edge],[l6:0-3-O,Edge],[19:0-1-8,Edge],[20:0-3-0,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.95 Vert(LL) -0.36 16-18 >728 480 MT20 2441190 TCDL 15.0 Lumber DOL 1.00 BC 0.80 Vert(TL) -0.64 16-18 >415 360 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.07 13 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:j1781b FT=O%F,0%E LUMBER- TOP CHORD 2x4 SP No.2(flat) 4)Plate(s)at joint(s)15 checked for a plus or minus 5 BOT CHORD 2x4 SP M 30(flat)'Except' degree rotation about its center. B3,134:2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat)'Except' 5)Refer girder(s)for truss to truss connections. W2:2x4 SP No.2(flat) 6)"Semi-rigid pitchbreaks including heels"Member BRACING- end fixity model was used in the analysis and design TOP CHORD of this truss. Structural wood sheathing directly applied or 2-2-0 oc 7)Recommend 2x6 strongbacks,on edge,spaced at pudins, except end verticals. 10-0-0 oc and fastened to each truss with 3-1 Od BOT CHORD (0.131"X 3')nails. Strongbacks to be attached to Rigid ceiling directly applied or 10-0-0 oc bracing. walls at their-outer ends or restrained by other means. REACTIONS. (lb/size) LOAD CASE(S) 20 = 1325/Mechanical Standard 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=5185M,9-1 O=3728/0, 10-11=3728/0 BOT CHORD 19-20=0/2211,1 8-1 9=0141 5 6, 17-18=0/4965,16-17=014965. 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, 9-14=1144/0,9-16=01521,5-16=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. W-q-p-,ftmMre i.fWA-11OOTTMSHrS1 I1jRNl1AI TIM!(gNg1110Nf(gS10YE1r9gR1]I[(IIgWiEg6ENNlf'Iorm Vudy MsigoporomNc,saodrml nokf cmtAisimn 0eugoUrniy(IDD)mA,6e MonvN(W,Geey►E rde,eem l6eNEebre ose.O,deN Aeniu vied ootlelgD,aelp MANBEI MARTINEI,P.F. �WTeh maaerti,pIt.Adbe medh,1be Igglabe rAl,ohms gmige[ag�nen(,e,fpedaNg(agheal,the ualoamg nDrepreuahmoaeptomeollbe prole,Goael eogimnbg,npm,�iGh let fttdmigeNMe,mgh Irmadepihlrnthe 1DD ooty,andn RFI.The ded,�awatpties,lood'mgemdiNu,, ' tiAdbiliryondmeofiM1i,Lu,slatm1lodd'mgislAerngamiG7dyoltheOnW,Ihrgmm',pothptitedogeNor16etogdirggesipan,ia,hemahxldd,enGNrollCiM1elndbarGiegtodeardTPi•1.TAeappmaleltleTdDondnryfieldouollheLust,imladnlbaadg�,,htege,imlaMNonandbrnemg,shpllbelAe #04IIR1 rmpoaubray plthe bNrtmggetlgeer o,d(otltotmt.Al,WktsetoWmlbe lDD e�lhe pratNre,and ge7dernesolehe gmldiogCompeneNkleylNotewtion(MSQ pobGthed by lPl eed SBtA wereb,eomdbt geettN9akeae•Ifl-I deSen Metmpootk7ifke mddenm oitla(roe,peYgeer,iruupesiga FAgn,er ud I00I9 ChOrNOq Cir. im„Yveohtmrer,tmien a,kMte defined hreCmhMegt.edepoei.vrbrgbr diporr'¢ehwhed.IMGmsOetiga(agmeer i,NOT 0.g U.90esiga,a rLattgryemfogmear hr oey bnitiaq lNCe{vtoiued Mns me oe defiaed'm ipbl. CoprrigMO7115 A•I 1wf Trasu,-YanoelAimimee,PF.1epro�uNw dtM1i,rlammeal,i�oarlmm,i,probibited,rilb nitlm pnmi„ioa ham A•1 loallro,ms•Yaoael OaNhen,P.E Orlando,F131832 . I ' Job Truss Truss Type Qty Ply Std PaC/6812 EL A 61634 FL14 Floor 1 1 A0528967 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.600 s Oct 3 2014 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 17 15:26:17 2015 Page 1 ID:FJM?bXpxJBWbW8ogQIIIUfzJdIJ-AfDFGtYFwYNGGftF1Uss07 hQFGtw3_Oyz9Q7Kz5Lsa 1-7-8 2-0 1-10-8 1-1-2 -1 3x3-11 3x3= 3x3(I 1 2 3 3x3— 4 3x6= 5 10 3x6= 9 8 6 1.5x4 11 1.5x4 11 3x6= 3x6= 3 0-0 4 0 0 6-1-8 7-7-2 2?-:Op-:Op 0-0 2-1-8 1 5 7 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud 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 FBC2010/TPI2007 (Matrix) Weight:49 lb FT=0%F,O%E LUMBER- TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 20 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 - 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 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 3-1 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 Womiag-NevsedmoagNryredeotbe'!•1 100FTIUSSUC'SYIInAPTQRAI IIRYSt[Op01110RS(gS10dUYl'gUf�d(rp0K7f06FYSNI'Ia,n Yerdy design pmomelenoed rend ooUsoa tit toss DeGgo OradepllOD)md me Yonoel Mrtieey Plldereo<eSlrcn Eehre ou.�kn aAerriu umM onftel(ID,00Sy MANUEL MARTINEZ,P.E. QkLh mmedor plots sbaR tie osedforIk NDbbe sofid.Aso[ro"Desige[.q-(.e.,Speddtp ho,ert the-1 oeplDD represeols o0.."I...ofilm proleesionol eogioenieg mpusASOrylor th desigp tithe skle I—depided to the SDD eory,wrier IPN.The design co mpfi-,bodmg eoafAi'ms, ' soUo&RryandweollMsLussloro7WalogioNarospomilik.11heon"IbeOnoer'seotherhedegedorMeBondiryDnigner,mlhemnLliffhe[GthelRUieladFaddm9codeeedTnd,Th.opproeoldth,TOP adny field wof0,Lux,iododmghendR,g,sbtcge,iostoMNenandbmimg,sho06eU,e #O41182 respaes5&ty ollEe(silding 0agoerood[oelndm.AOmtm sdoutmthe 100 nod the proNuseod geideioesofThe Rdld'mgComponeetSolerylohrmotion lB(SQpoROshed by lPl mdSRGwe rebu...RugmenIp1dotre.IN hh-theresp uiloreseoddodesolrh:Tmss Do4por,T—MI.fegineer and 10019(horlton Ur. Imo YeodeMmr,edits A.-in Mood Rpe(oneodogeed apoo io vmeg bpolpmdesbonefa.The Loos NOT.fngioeer is N0T the 16*10.4..mboss Spdemfngmeerf oep Dn7de}AOCnpileNred temsore or dermd'm iPl1. Coppdght02MA•1 RoofTmsses•N000elYodmepP.E.ReprodnNm olthis dorumeegioaor lam,is pmdihited erithnidm perminioo hem A•1 Roof Trosnt•Yonoel Oad e;P.E. Orlando,FL 37832 f Job Truss Truss Type QtY �Y Std Pac/6812 EL A 61634 FL15 Floor 1 1 A05289638 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.600 s Oct 3 2014 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 1715:26:18 2015 Page 1 ID:FJM7bXpxJBWbWBogQlll UfzJdIJ-fmdTDZthrV7upSRaBN5xLWs9fcid WGAAduzfmz5LsZ 1-7.8 24T0 1-10-8 3x3 11 3x3= 5x6=3x3 11 1 2 33x3= 4 5 c6 At 103x6 9 8 6 1.5x4 11 1.5x4 11 5x6= 3x6= 2-0-0 300 400 618 699 2 0 0 1 0-01 0 0 2-1 8 0�-1 Plate Offsets(X,Y)— [6:Edge,0-1-81 LOADING(psf) SPACING- 2-0-0 CST. 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 2441190 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 FBC20101TPI2007 (Matrix) Weight:46 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 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 = 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=0/332,8-9=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 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 othermeans. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard xenniog-m—twoogldynnn1he•41toofimSESI-S(LLEI.1sDaIA(TIM9(01MIIDAS(UMMIrOffI]IMBWIFDGfMDIrfa,m YaDydesigoperome—A read nolefoolAis(nss 0esigo0ra.iep mlReld®xl lla,liser,Pl.rdermufheel hebre afe.WleueAnise vmud"th DD,mtf MAUUEL MARTINET,P.E. QIti1ekroneenaplde belhesu fo,it.TOD 1.4ee5d.liaTne Dnige[egben e.SpedaDyfogmal,faesealoamy IDD repeuNs as eapbaeollM1e pnfnsiermleejmeei ym,pm+a dry br n:e dodgedCe+i gkLas depined ce MeiDo.my,Doan Tnl.Thendesigflaeea„pours'loadiolsooMon" ' seiiobili,y and use of ibis Tten fat mj Spilling is IS,respomibTdyolthepnm,due oenaioothenuedognlur the finding Designn,inlhenet,oil,,Ktha MCA,lad building nAsdTFI-1•The opp...IfMaTDOesdany field useollM1eT,uss,ialvhjhaadliay+rorage,ifthka+ondhraiayshoDhethe #04TI82, respeesl&ry ollhe 6nDdmg DaslgoeradCometro,.All mms not end inlb,MD end the Steams ad gcidelnt of the tddmg Unopened Solely InlaamdoWSPpoSli0dhyVI oae SICAme nbrenndfo,gexnl pideom Ir41 define IAelespoesliGi4s m(duaal of Ihairass Dedgae,,CrussDesign Eegbeer od uo eMendanam,,a enagnn a dermea b o(mMataneed epee ie n kg WaDpennn U ohel Its fiasDe go Fegura hXo1 he IoDdng De 6ynee a uasryue(ngh ee bS aryk Aeg ADCap crud no+mm ddad b TPI.1. 10019(Ilorhon(1r. (opyrighl©101f A-I loaf losses•ManaelMoAiom,PF.tepro�uaon alfiis doom,eel,io my loan,is prahi6ited a,D6 niMen pesmissimham Ad Poof Tenet-Manuel Mention,P.F. 011011do,FL 32832 Job Truss Truss Type Qty Ply' Std Pac/6812 EL A A0528969 61634 FL16 Floor 1 1 Job Reference a ional Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.600 s Oct 3 2014 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:18 2015 Page l I D:FJM7bXpxJ B W bWBog QIIIUfzJdIJ-fmdTDZthrV 7u pS RaBN5xLWsBfchf WGAAduzfmz5LsZ I 1-7-8 1 r 24M Is 1-10-8 1 1--7 3x3 11 3x3= 3x4=3x3-I I 1 2 3 3x3— 4- 5 103 9 8 6 1.5x4 II 1.5x4 11 VN 10x10= 2-0 0 3 0-0 4 0 0 6 6-8-7 , 2-0-0 1-0-0 1 0 0 2-11 88 0 6-15 Plate Offsets(X,Y)— [4:0-1-0,Edge),[6:0-1-9,Edge) 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 0.25 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 FBC2010lrP12007 (Matrix) Weight:46 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 SP No.2(flat) \ BOT CHORD 2x4 SP No.2(flat)' WEBS 2x4 SP No.3(flat) BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, 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 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(0.13111 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 W-4-PTeme16moaghli levier tbe'A I ROOF fH'dSS6rS1111B1,GIBINIFUMid(OBDInOBSCDSSOMII)'gUffl]A(gIDWIFDUMF1(S-Igint Verity detigo poiamders oedrcad ngletor tlrif Sreee geupo 0ro.mp(IWJend tBe Manue161orfieet,Pl.Idtteote Slieel6ehre o(e.�Ien atlneu+tolcd ootAe lDD,agy MANUEL MARiINEI,P.E. �kTeB nnrctlor pGln sM1al be mad for IkIDD to be gagd.As n Two Design Ggioeer(.e.,Sp d fty F oats),14,al on aoyTDD represenis ao oaeptwm of the pmfessigngl oeginenGgmpges3ility for Ike desige glrtt sGBle irm+depid,d en the 1DDenly,ondn TPbI.IDe deugo mssvoptiom,lootoµoa&Bon, ' soBodlilyondusaallbisLossronnyBuddingisdlemspon+iGTiryoftheaner,O�.Omer'ewd�Windagen1or16eEm7dnryDnignn,iglhamghdoltM1el1476a11G11gIao16ndd�ngmdeaedlPl-1.1Aooyproralefihel0gondanyfiddmealMaTrou,indoffpyBngdGnysbmge,igstallnfionandhmeinp,sho0hthe #047182 respouihLy oltM1e WBding Wdgner ondComatlm.AD noteerelout is 11.TDDend lba pmrfur,agd gulhiftsofNe Building Component Salary lydmmoGoa)B61)pu611shed by WSBGAmereferenmd I.,q.t 1sniideme.W MoslM1B mepooIihon,.4 dude+00,Lose kulpajwDedgalsgmaund 10819(horlton(if. iwss Mesukwrer,anlnsalMrd+edefiged 6ya(ontrgnageed open is srMegbyellpmres Groped.TbeTms+Design Ingio i,110Me BGldieg Daigrc+ar1mv,Sysh-Eumeerfaronykildvq AD[opimDred terns me os debsed inTPGI.. (apgrigM®ID15 A•1 Iaaf TmxenAlaauel Mseieeq,Pf.BapredmKao d Ais dommem,iq qny loan,is prohi6ited.iM minor perminion frem AJ IoatTro+sas-Marmel Motlmw,P.F. Orlando,Fl.32832 Job Truss Truss Type Qty Ply TStd Pac/6812 EL A61634 FL17 Floor 1 A0528970 b Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.600 s Oct 3 2014 Print:7.620 s Apr 30 2015 Mi rek Industries,Inc. Wed Jun 17 15:26:19 2015 Page 1 ID:FJM?bXpxJBWbWBogQlllUfzJdIJ-72L?g2aVS9e Vzod8uuKTY31y3yCOzVJPHeXCDz5LsY 1-7-8 2-04 1-10-8 1-0-12 3x3 I I 3x3= 3x3 11 1 2 3 3x3= 4 3x6= 5 0 W 10 3x6 9 8 6 1.5x4 11 1.5x4 11 3x6= 3x6= 2-0-0 3-0 0 4 0 0 6-1.8 7-6-12 2 0 0 1-0-0 1-0-0 2-1-8 1 5-0 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 0.25 Vert(LL) -0.02 8 >999 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.23 Vert(fL) -0.02 8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(fL) 0.00 7 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (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 = 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(1b)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 including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131" X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard rteming-PI!ne!9am¢Jyrev4sMe'41¢gUF71,7S56('SRllIZ6•[N!1{I .ifPNf¢(gYDingAf(gSigYF¢I'BUT[I�A[ANOT7FDLItlfNI'lm.rttdy d!sipo porametusoad read nolnmRi!inss geugo n,a.iep(ID�md,Ee kmvel Nn,eme;Pi relaeme sheet EebrcoY.@tlen odmriu se99edmMTGD,aoly MA Null MARTINET,P.E. mmedar pleln shdhe ned Tor Ih NOhbe solid.AsaTrms Onige Fagnen(e,SpedoNyFogioemd,tha rcd ooaq ND rcpreunk an ouephme olthe prodnsirnohopmenrtgrnp¢s3ibty Im Redesyn d@t se,gh Lnsdepdrkd m the lgOmly,urn 441.The dnign oumnpeun,kadmgso�hoes, /�\ soitobiN,yasd use olthisLusslor my rugd'mg is dw saspemibifiry of tke0„nn,TheO.aer's omhmuedagenl or rhe¢o¢ding Wpnm,in 1hmnim4th,1Klbs K The Imd budding mde aadT71J•The appronl dde TO and ony ndd me althe Tross,indutmg hnodrin;storage,W01ahm and boeq,sho0 be the #041182• /'� \rnpmsibddy ollhe gid&nggesigner md[octianor.lO mk!se!oul h,hs IDO eedthe proilim!uodgtidehen olMe goildiog(omper<offoleN lnlormolim(e(SQpohOaAed hylPi ood S¢(Aaq refeienmd kipmerolguidcem.f&IdetinlsMe!espond:il"iHm and dNiet ohhalruesgesigver,Lungesign Frgineerind • Trox Ymoletroror,edns alMr.in ddroedhyo(mhonogeed apooienhigby onpmDes iarehed.ihLoss¢esyeF�men isNOLlie raNiag¢uym mlrmsSystem(agmeer M1rary Dtildrog an(npitd!ed tnm memdefieedmiPll. IeeIP LIlgr1t00(Ir. (opyugh!®70g A•I¢mFlrcstes•YmoslYorlian,P):.¢eprodmlioo d>fin dammeel,is oay lmm,i!pobilulad sith nittm permi!sim Gem A-I¢mf imsus•Llmnel Nor!nn,et Orlando,Fl.32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL A A0528971 61634 FL18 Floor 2 1 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.600 s Oct 3 2014 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:19 2015 Page 1 1 D:FJM?bX pxJB WbWBogQlll UfzJdIJ-72L?gZaVS9e—VzOd8uu KTY3u s3pyOobJP HeXCDz5LsY 10 1 I Jr 2-0-00[ 1-0-1 i Dead Load Deft.=5/16 in 1.5x4 11 3x4 II 3x3 11 4x8= 1.5x4 11 3x3= 1.5x4 11 3x3= 3x6 FP= 1.5x4 11 4x8= 3x3 11 1 2 3 4 5 6 7 8 9 10 11 12 20 19 18 17 16 15 14 1 3x6= 4x6= 3x8 MT20HS Fes' 3x6= 1.5x4 11 3x4 11 4x6= 3x6= 11-6-7 12-6-7,13�r71 22-M 11-6-7 1-0-0 1 0 0 9-0-1 Plate Offsets(X Y)— [14:0-1-8 Edge] LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP. TCLL 40.0 Plate Grip DOL 1.00 TC 0.83 Vert(LL) -0.38 16-17 >703 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.82 Vert(1•L) -0.66 16-17 >403 360 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(rL) 0.11 13 n/a n/a BCDL 5.0 Code FBC2010frP12007 (Matrix) Weight:121 Ib FT=0%F,0%E LUMBER- TOP CHORD 2x4 SP M 30(flat)-Except` 5)"Semi-rigid pitchbreaks including heels"Member T2:2x4 SP No.2(flat) end fixity model was used in the analysis and design BOT CHORD 2x4 SP M 30(flat)'Except' of this truss. B2:2x4 SP M 31(flat) WEBS 2x4 SP No.3(flat) 6)Recommend 2x6 strongbacks,on edge,spaced at BRACING- 10-0-0 oc and fastened to each truss with 3-1Od TOP CHORD (0.131"X V)nails. Strongbacks to be attached to Structural wood sheathing directly applied or 2-2-0 oc walls at their outer ends or restrained by other means. purlins, except end verticals. BOT CHORD LOAD CASE(S) Rigid ceiling directly applied or 10-0-0 oc bracing. Standard REACTIONS. (Ib/size) 20 = 1337/Mechanical 13 = 1337/0-3-8 (min.0-1-8) Max Grav 20 = 1337(LC'1) 13 = 1337(LC 1) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3497/0,34=-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=012042,18-19=0/4412, 17-18=0/4412,16-17=0/4728, 15-16=0/4728,14-15=0/4418, 13-14=0/2037 WEBS 6-1 6=2 9 8179,7-15=-497/0,2-20=2368/0, 2-19=0/1698,3-19=270/0,4-1 9=-1 06810, 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=01832 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. Wmnhg PlrneMoroo�Fylennlhe'41tool Tila S('fa(11,GVQUIHIM(a101aaBS(JSIDYERrlff[IA(KXDVnFDBEYSNI-IoimYtrayde4gopmomNersoedrmdooksoolRislossgaugeOrorinpllW)radlEeYonvdYmlinet,PEBNerenmSheelEe6rease.IhlessAiaisemadonrtelOD,ody MANUELMARTINET,P.E. �dolel a—der phhs Ad be mid for the TO hberabd.As oTrou Qaiga Eaginen@.e.Spedohyfngioen}the seal onaglDO represedtaa aaeptome of Ibe prolesdonel eegaeeimgmpaasddfi¢tor IEedesiye elthesmghhms d<pirkd rn MelaDanty,under TP41.The ded�ossvmpscn,loadmgsm&tms, ' sodebiatyoedmeohM1nlmssloronBBuDd'myislM1erospomiMtirydMearan,MaOmeiwa�hmimdageulmlM1eBoJdiyDnignn,inlhesoohNolaelB4ldelBGtleladboRdngeodeoedTPhLTbgpsmoldtheTDDed any fiefteofthsTross,iuludmglondingstoroge,imialbAunmdbmsing,sfidbethe #04TI82 ' responibrM oltha Wlldmg Detigner ood(oaranor.Al aNes retool in ihetDDeed the ptartrn and gsddeboesNMe BoiWiog[omponeN Salery lnlmmvBon�B(Sgpnbasbed by lBl omSBGme rehieoradbrg—.1pdems.RFl defines the respoes aes and doles oflbe buss Wdgeer,Tmss Design Eagieeer and 10019(horlton Cir. imu YaohMreyodase0vdse defieed byo(entrnloneed opoo in nEinghydlpmdes 6roteed.lhehass Dedgo hyiaett isNOLhe Bui�eg Oeugroimhon Sydemfogbrtm braeybaildag N[apoafrted gems me os leaved htPl 1. Copyrigb1O7015 A.11.11nssm•YaauelYminee,Pf.BepoAuYao olthis dammeet,ie an/fmm,is prohibited•ilb niaen pemissioa fram 4l Boaf Tmsus-Idenoel Ynrxe,B.E. Orlando,FL 32032 Job Truss Truss Type Qty Ply Std Pac/6812 EL A 61634 FL19 Floor 2 1 A0528972 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.600 s Oct 3 2014 Print:7.620 s Apr 30 2015 MiTek:Industries,Inc. Wed Jun 17 15:26:19 2015 Page 1 ID:FJM?bXpxJBMW8ogQ111UfzJdIJ-72L?gZaVS9e Vzod8uuKTY3ud3pSOovJPHeXCDzSLsY -" 2 1-0 1f� Dead Load Defl.=1/4 in 1.5x4 11 1.5x4 11 3x4 11 3x3 II 46= 1.5x4 11 3x3= 3x4 11 3x6 FP= 1.5x4 11 4x6= 3x3 11 1 2 3 Tj 4 5 6 7 8 9 10 11 12 1 0 ail 19 18 17 16 15 14 3x6= 46= 3x8 MT20HS FP_— 1.5x4 11 3x4 11 4x6= 3x6= 46= 11-2-1 12-2-1 13-2-1, 22-2-2 11-2-1 1 0 0 1 0 0 940-1 Plate Offsets(X,Y)— 114:0-1-8,Edge) 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 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.10 13 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 SP M 30(flat)'Except' 4)"Semi-rigid pitchbreaks including heels"Member T2:2x4 SP No.2(flat) end fixity model was used in the analysis and design BOT CHORD 2x4 SP M 30(flat) Except' of this truss. B2:2x4 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 3-1 Od BRACING- (0.131"X T j nails. Strongbacks to be attached to TOP CHORD Structural wood sheathing directly applied or 5-0-8 oc walls at their outer ends or restrained by other means. pudins, except end verticals. BOT CHORD LOAD CASE(S) Rigid ceiling directly applied or 10-0-0 oc bracing. Standard REACTIONS. (lb/size) 20 = 1316/0-7-4 (min.0-1-8) 13 = 1316/0-3-8 (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 9/0, 10-11=3419/0 BOT CHORD 19-20=0/2005,18-19=0/4302, 17-18=0/4302,16-17=0/4587, 15-1 6=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=0/577,5-17=460/90, 6-17=454r/16,11-13=2320/0, 11-1 4=0/1 656,10-14=-285/0, 9-14=1035/0,9-1 5=017 8 2 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. wMin.ekweMno*]y 1e16."th,4.1 mornDss6('fnlu'J,milli TIM&(0101aDRS(DSIDYFI('WRn A(Dmr(rwwgr'lo,m.If,*design"—denuoereed ones aeft hen Dedpe D,ceup(Itodmd the anuelr'aenin;I'LldernreSbed be*.we.W&ss oiurdse Wed.0.1 D,ody MAtIOEt MARiINEI,P.E. w7e5 eoneder plelessbdbe used ror lEe NDd be euGd.Asaimn Dnipo[eginev(e,Speddry hgmentlb<sedeuaglDO represerhn onglame e(Ibspminsiaooleogiaeniegrnpoes3i6ry lm Medeug dNe s®Sh Unsdepirhd ea lbelDDady,wdn TF1•I.the dni�ossaoptioas,Ionfiagro�don; ' sonoBliryeed me el,Ysiroulorem BuDdieg iuhrnspominglryd(begner,IheOner's oodwtuad ogem or lM1e Do7dicg Unipner,in rM1emneadd,a llG ehe llGt6eladbwtd'm'eada ondTPl-I,The qpm I.1AeTDDondeny bdd useol lFeTrvn,inlad;nA bondGngsromge,inloDaAon and bmeml,shog be five' #04I182 sespaeilbdly pltbe dadeieg Designernd[ometlo,.Armes sdod m Me TOO udthe prvrfius oed pidelns dffie loildieg(omponeel Sdery Inrnmofin(161)p h,hedbrIN nil S!W ne"I 4"66,general guidcnra Iw-I definesMe sesponsbirifin and dodo olshe LunDedgner,huu Design Eegineer oral 10019 l,hafltun lair. irnsYcohemrer,ednseMe,dse defiled bg•e(mbonageed epmie rritighy og porr'seuwlred.Thelon D.4.wgmeer is ROM.1.HW j gesigw,arlron Sru nigW.Nr nr b 7dog,(g ropilefued tnm,me m ddned 61P15. (opgxigbl®p01S A-I rnlTnsses-YnaelYnrrmey Pf.gepro&utioo d Ail deormeet,ia emy lam,is p,aM1ibited+ilh�iDm pe,missin fiem hl Reef Trvsses-Yonel Yedian,P.f. Orlando,Fl.32832 . Job Truss �TrussType Qty Ply �-Std Pac/6812-EL A 61634 FL20 Floor 6 1 A0528973 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.600 s Oct 3 2014 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 16:26:20 2015 Page 1 I D::.FFJgM?bXpxJB Wb1NBogQlll UfzJdIJ-bEvOuua7DTmr77bgicPZOmb58SBX7EISexN4kfz5LsX I- 2r C'2 2-0-0 �I-I Dead Load Defl.=5/16 in 1:5x4711 3x3 11 4x8= 1.5x4 11 3x6= 1.5x4 11 3x4 11 3x6 FP= 3x3= 1.5x4 11 4x8= 3x3 11 1 2 3 Tj 4 5 6 7 8 9 10 11 12 1 � 21 20 19 18 17 16 15 14 13 3x6= 4x8= 1.5x4 11 3x12 MT20HS FP-- 1.5x4 11 4x8-= 3x6= 3x4= 4x6= 10-7-10 11-7-1Q12-7-1Q 23-9-11 10-7-10 1 0 0 1�0 11-2-1 Plate Offsets(X Y)- I17:0-1-8 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(fL) -0.70 16-17 >401 360 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(fL) 0.13 13 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:128 Ito FT=O%F,0%E LUMBER- TOP CHORD 2x4 SP M 30(flat) 4)Plate(s)atjoint(s)1,21,12,8,17,5,16,6,2,20,3, BOT CHORD 2x4 SP M 30(flat)'Except` 4,19,13,11,14,10,9,15 and 7 checked for a plus or B2:2x4 SP M 31(flat) minus 0 degree rotation about its center. WEBS 2x4 SP No.3(flat) 5)Refer to girder(s)for truss to truss connections. BRACING- 6)"Semi-rigid pitchbreaks including heels"Member TOP CHORD end fixity model was used in the analysis and design Structural woad sheathing directly applied or 6-0-0 oc of this truss. purlins, except end verticals. 7)Recommend 2x6 strongbacks,on edge,spaced at BOT CHORD 10-0-0 oc and fastened to each truss with 3-10d Rigid ceiling directly applied or 10-0-0 oc bracing. (0.131"X 3")nails. Strongbacks to be attached to REACTIONS. (lb/size) walls at their outer ends or restrained by other means. 21 = 1413/Mechanical 13 = 1413/0-3-8 (min.0-1-8) LOAD CASE(S) Max Grav Standard 21 = 1413(LC 1) 13 = 1413(LC 1) FORCES. (lb) 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=0/4818,1.7-18=0/4818, 16-17=O/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=011846,3-20=273/0, 4-20=1236/0,4-17=0/979,11-13=2519/0, 11-14=0/1 843,10-14=267/0, 9-14=1215/0,9-15=0 730,7 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. warning-PI-eth-oIr Brit.IWA-1 tour arzf1at1Q,OEM RIMSt(010019AS(]SIOMF[r'DUT(g)A(AIIgNIN6EN0II'fam gaEy deGpo porometenoedrnd mhs ootlnf Loss Oe+ignOre.ibg(IOD)mdlpeMnnael Wrtleet,PLle(creemSheel Eehre ou.Onbff oderriu 5tmd nnRe100,onF/ MANUEL MARiINEI,P.E. �WTek-an plelrsshog k osd for the NDhhe rood.psaLoa Daigo[ragmen(e,dperiohy EogNea6 tke uolaaagIDO"preseols ooangtome of the professienalnogineei¢gmpees3SGty for at daigeal @:singLLmsdepided en Ik IDDany,mdn W41,the dedgn msumptien,bofmgeondilron, I soilbiulyondusoolN+lmra It,miyPuddighIhraspoosbHi1yd1ke0..,ISieg.na'se #047132 mspasihdny or lke lnllding Ondgnermd(omedor.Al rofessaoulimheSOD end lhrpmrdaf and geidAoesntMeroildiog[ompeneaSolery lWormo6oalB(51)puhlished hpiPl vodSD(A ne rcre+anmd brgenenl guideme.SPFl defionrterespon+fiifiriee and Burin aHhs irm+OeslgoajT Dmign(ogm.and 10019 Chorlton Cir.' imss YanoleMrer,uolaa etnnd+e dehnd kya(onbenogteed apoa ie.rirkghy ell pnne+6mlyd.The LunOedgo Fngmeer isMOTlhe guldrog 0eugne+m Lun Sytlenrnginea ror ooy kildiog.lO Gpifn(ired lean me o+defived NTPl1. ropogh1@2015A•1 toolTmsses-Altn IAIndio ,,Pi.PeprodwRoo or this dasmneet,ie any Iarm,is prohiNted.ilh writleo pamissioo hum A•1 goofimtses•NonoeI Kali-,P.F. Orlando,FL 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL A 61634 FL21 Floor 2 1 A0528974 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.600 s Oct 3 2014 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 1715:26:20 2015 Page 1 ID:FJM?bXpxJBVIbW8ogQlllUfzJdIJ-bEvOuua7DTmr77bgicPZOmb2KS807E SexN4kfz5LsX �� 2-6-2 Dead Load Defl.=5/16 in 1.5x4 II 3x3 11 48= 1.5x4 11 3x6= 1.5x4 11 34 11 3x6 FP-- 3x4= 1.5x4 11 4x8= 3x3 11 1 2 3 Tj 4 5 6 7 8 9 10 11 12 1 IF 21 20 19 18 17 1615 14 13 3x6= 4x8= 3x12 MT20HS FP_- 1.5x4 11 48= 3x6= 1.5x4 11 3x4= 5x6 11 10-7-10 11-7-1012-7-tq 231r6 10-7-10 1-0-0 1-0 0 10-10-12 Plate Offsets(X,Y)- 117:0-1-8,Edgel 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 0.85 Vert(LL) -0.39 16-17 >708 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.83 Vert(TL) -0.69 16-17 >404 360 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(rL) 0.12 13 n/a n/a BCDL 5.0 Code FBC20101TPI2007 (Matrix) Weight:127 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 SP M 30(flat)*Except* 4)Plate(s)atjoint(s)1,21,12,8,17,5,16,6,2,20,3, T2:2x4 SP No.2(flat) 4 19,13,11,14,10,9,15 and 7 checked for a plus or BOT CHORD 2x4 SP M 30(flat) minus 0 degree rotation about its center. B2:2x4 SP M 31(flat)(flat) • 5)Refer to girder(s)for truss to truss connections. WEBS 2x4 SP No.3(flat) 6)"Semi-rigid pitchbreaks including heels"Member BRACING-TOP CHORD end fixity model was used in the analysis and design of this truss. ' Structural wood sheathing directly applied or 2-2-0 oc 7)Recommend 2x6 strongbacks,on edge,spaced at BOTpuffins, except end verticals. 10-0-0 oc and fastened to each truss with 3-10d ROT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. (0.131"X 3")nails. Strongbacks to be attached towalls at their outer ends or restrained by other means. REACTIONS. (lb/size) 21 = 1397/Mechanical LOAD CASE(S) 13 = 1397/Mechanical Max Grav Standard 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=3696/0,34=-3696/0,4-5=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=0/1810,10-14=265/0, 9-14=1184/0,9-15=Of739,7-15=-489/307, 6-15=982/791 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. lf.!,q.Hem.IbmmgbAy reai.0.34 goof IRNSSnrM1111,GD11"t INS& IIDInp11S(h1pYSrt'rpnl]AnNDNirDNM81S'Imm roily desigopommelenaedread nohfmsisbaf0etipapmrieg mdtlu YaaoeSYartiee;PE ldueamfAtel Aehreou lNkn odnriu ucled enAe rDD,rdy MANUEL MARiINEI,P.E. Q4ileb romertm phterrhal be med hrlhl0ppbe a.Rd.ItoLorr Dedge Fagi.ev(ie.,Spedalry Em}eerJ,ibered.a..y1DD repeuds as aagNme of nspr.Serri.mleegiaem¢ymrpmrIDiriry Im fbe deugedNe rmgh Irmrdeprled c.Me IDD onty,wdmTPt-1,The derigo.rruvpti.n,loa�p eondti.n, ' railebipn..doreolrNslmulaaonyrudd'mNB�.mrpam3illydSAeprm,At.D.eert.Nharrsedageal.rihalailrmgpmipnm,inibemdaatdd.114TAe@Llbe ladbuddaprode..d)Pid.The.ppm.1.ftMetDDand.nyfieldare.lNroTmsr,iarbdmpFaadD�q,sromge,inkpaban.ndMmin4rh.R6.IAe #047'182' rerpo.ribdm Olga Wdd-mg Da9gotwCedrart.r.'Al mt.r retad'mrt.TOD end M.pdaludgeid.1-fth gdWingromp.-tsdely ld.rar.pea ErtSppa6leAedby IN and SRG.mrebrbu.dhrg-.1 pid..nieemMemar.ashDSNs anddatief ofrAe Tr.fr Deilga.yimuDerign Eegu..r.M 10019(horlfon(ir. Tmrr Yeedamaer,.dmr.U"nlu defixd hya(mhariageed.p.nin ertbfrgbydlpmGer Fnand TWT O.dgaf*.mi,NOTib Idld'mg pmignn mirmrSyuemfagmear f.raay bnldoy ARCapndimdInm me.r defned6R61. 6ppigbiO701SA-I R.41..... Repoda4.nd.hi.damme.t,Sa.rty lam,it pohi6il.d•ilbnittw permimiaahem4l hfTm s 4..d1Admt,P.L Of100do,FL 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL A AQ528975 61634 FL22 Floor 1 1 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.600 s Oct 3 2014 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:21 2015 Page 1 I D:FpJMM?bXpxJB W bWBogQI I I UfzJd IJ-30Tm5Ebl-muil HAOGJxoYzBGHsTDsgYctb7dG5z5Ls W Dead Load Defl.=5/16 in 1.5x4 11 1.5x4 11 3x4= 3x3 11 48= 1.5x4 11 3x4= 3x4 11 3x4 11 3x6 FP-- 1.5x4 11 4x8= 3x3 I I 1 2 3 4T, 5 6 7 8 9 10 11 12 13 1 a�b 22 21 20 19 18 17 16 15 14 3x6= 48= 3x12 MT20HS FP-- 1.5x4 11 1.5x4 11 48= 3x6= 4x6= 46= 11-2-1 12-2-1113 2-11 24-4-2 11-2-1 1-0 0 1-0_0 11-2-1 Plate Offsets(X,Y)- [15:0-3-0,Edge],121:0-3-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) -0.43 17-18 >669 480 MT20 2441190 TCDL 15.0 Lumber DOL 1.00 BC 0.90 Vert(TL) -0.76 17-18 >381 360 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horc(fL) 0.14 14 'n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:132 lb FT=0%F,O%E LUMBER- TOP CHORD 2x4 SP M 30(flat) 4)Plate(s)atjoint(s)1,22,13,9,18,6,17,7,2,21,3, BOT CHORD 2x4 SP M 30(flat)'Except* 4,19,5,14,12,15,11,10,16 and 8 checked for a 132:2x4 SP M 31(flat) WEBS 2x4 SP No.3(flat) plus or minus 0 degree rotation about its center. BRACING- 5)"Semi-rigid pitchbreaks including heels"Member TOP CHORD end fixity model was used in the analysis and design of this truss. Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 6)Recommend 2x6 bac on edge,spaced at BOT CHORD 10-0-0 oc and fastenedned to to eachh t truss with 3-10d Rigid ceiling directly applied or 10-0-0 oc bracing. (0.131"X XI nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. REACTIONS. (lb/size) 22 = 1446/0-7-4 (min.0-1-8) LOAD CASE(S) 14 = 1446/0-3-8 (min.0-1-8) Standard 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, 10-11=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=0/4955,1 4-1 5=01222 7 WEBS 6-18=281/268,7-17=-281/268, 2-22=2582/0,2-21=0/1907,3-21=-267/0, 4-21=-1277/0,4-1 9=017 8 5,5-19=-350/166, 6-19=759/438,12-14=-2582/0, 12-15=0/1906,11-15=-267/0, 10-1 5=-1 278/0,10-16=01784, 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)atjoint(s)20 checked for a plus or minus 5 degree rotation about its center. blaming-PkomtAmooghtyrorioMe'A-1ROOF TEASSrSHIVII,DTNEPAE THAT&CONDITIONS(DSICUltrBUTa)ACKNU1EDGIA II'ImmPuEydnipopammva-drcadnolefoobi+he+epeugnDro.cep(IDofmd[EetloauelMWieer,gl.IduenaAeetEehreufe.fbllessetserriu+tmedoatheND,oaEy MANOEL MARTINEZ,P.E. '�kld mnerdor plats shag ba osed for the IDD Tabs raGd.Is ainn Deugo[ogiaeer(s,Speiwhy Eegmen),the seolonorylDD«preuAs oo anepfanm a(IAe professional segineeimy¢+poesbUiry for Ihtdesige d Mt s'eigk cross depiMd an Iha IDD only,undar IpAI.The dedgn oxmnpyem,loofmg[mdil'mn, ' .h.bdiiyaudmeofthisl-arony Theopp"dftheTDDpndonyfiddmeoflM1aTmss,indodmghand(i�,sbmge,imhpoNona�hlaimgsha06elh! #047182 respoesihdiry of the Ballding Designer and Corhador.AD mm�sef out N Ibe 10D aid Me prafiros aed gaidegna otffie Building Compomnf Salary InlormaUan(e(Sq pohlished by IPI and SBQme roferenmdbr generol gaidaorn T&I debasthe respoesLilioe+ond dada olAa buss Wdgee6Lass Design hgineerond Uoss Yacatamxey oaless olbmdse defined by o(onhodagmed opoo io aiNaghy oIl pores nednd.IheTtms Unign Eogmen isNOT the Buildieg Oesfgnm ar buss Sy+l n Eogmeer to my bfldag AO Capitolited mms me as defined M IPbL 10019(IForlfop Or. (apydghtOTDRl A•I IooTTrosses-Mmoel MDdi-,Pi.gepradu[eoa o1 this dommeet,to my farm,is prohibited with nines pemi+sie Lem A•1 Roaf Tmues-Manuel Maniva,P.E. .. Orlando,FL 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL A 61634 FL23 Floor 6 1 A0528976 Job Reference(optional) . Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:21 2015 Page 1 ID:FJM?bXpxJB WbWBogQlllUfzJdIJ-3QTm5Ebl_muilHAOGJxoYz8G1 saosgYctb7dG5z5LsW 2-6-0 1.8-0 240-0 , 0-11-4 3x3 11 3x3= 1.5x4 11 1.5x4 11 3x3= I L Dead Load I.-1/16 in 1 2 3 4 5 6 Ti B 11 9 a 3x3 7 3x3= 3x6= 3x6= 4-5-0 4 6a8 5 6 8 6 6 8 10-4-4 4-5-0 0 1 8 1-0-0 1-0 0 0(8r0-1-8 34" —' 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 0.59 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 >732 360 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC20101TPI2007 (Matrix) Weight:58 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 = 606/0-3-8 (min.0-1-8) 7 = 606/Mechanical Max Grav 10 = 606(LC 1) 7 = 606(LC 1) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-970/0,3-4=970/0,4-5=970/0 BOT CHORD 9-10=01795,8-9=0/970,7-8=0/806 WEBS 4-8=-30110,2-10=-921/0,2-9=0/349, 5-7=-935/0,5-8=0/440 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 3-1 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 W.dep-PI-1hoeeght is.thel F ROOF 1093ZIMI'(1QRAIFPM!6(Otl0ItI0AS(ifAdIIEII'ggTL97A(IIgUMlIFD6Fxn1i'Io,m yd3yjde4gnpeanete,+nhadow This T—Dedp D,.iep!Fgg)md lk11 19arliuz,PE leterenn F6eel Eefxeou.�ks+otlerriu voted oatte l00,ao}j MANUEI MARTINEZ,P.E. QNiley,ouevn plalnstoR 6e osed for 16eIDDhhe aohd.AsaLou Dniye Faguee+(<,SpedoOyfogmen),de ual ooaeylDO repreuNs oe oueplome of fhsprolnuo,ningmen¢gmpaa+�iliFjlw Redesge oide swyle lrmtdepi+ledrnme 111Denly,wdo TPId.the dnigo msumpiws,Iwfng,Wd'ilion, ' seno4hryondmsollMslmsslasonyluRdingigbensgmiFiFdyoFtheO.nn.IMO.nuioolAWnedopeaforMeRrildiegDnigoeainlherootntdthelR4Fhe1lC.ihslWdhoRdmgtodaoedRiJ.TheoppmaldtAelODoodonyfieldu+eollAeTrvss;mdednlhwdR,g,smrvyedesmDoRenmdhroiml,sdeR6ethe #047182' rnpaesibdrty althe cladding Wvgeer oadCWannor.dlmteafetaut iN the tODead the pro,Gtes and gAdehees al Me BaiWiag[enpaneMfalety hdmnaNaa)Btdl!pabli+hedhylPl oad FBG verehrenmd mrgeeenlgaideere.TPHdeh-th.respomARiOn and dNie+oi the imst WMRaW,Tmn Devgn Feglneer oad 10019(horlton(ir.- 1mssMwdermm,adessalM,rlse deheed M o(entrM og+eed opeoia nhag 6yoO pwdn tttohel.The Tros+NOR.EggerisNOTthe Railding Desigeesee hen SjOemkoty For aey b<31d4 tlD(epataOred lemsme m dried m iPl-i, Fopyrigh)Q2D)5 A•I looll,o+tes•NavuelYovue(,Pt.RepredmNoo ol7hn dawreel,iN aoy larm,is pohihited.ilhnitten penm+siwhem hl Poof Trosso+•Nom,el Nerl:ner,P.F. 0dan110,FL 32832 I� Job Truss Truss Type Qty Ply Std Pac/6812 EL A 61634 FL24 Floor 1 1 AO528977 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:21 2015 Page 1 ID:FJM?bXpxJBWbMogQlllUfzJdIJ-3QTm5EbI_muilHAOGJxoYz8HHsbisgiclb7dG5z5LsW 2-6-0 1-4-11 2-0-0 , 0 3x3 11 3x3= 1.5x4 11 1.5x4 11 3x3= 3x3 11 1 2 3 4 5 6 Ci Bi 10 3x6= 9 8 3x3= 7 3x3= 3x6= 4-1-11 443T3 5 3 3 3� 6 A 11 10 0 15 4-1-11 01 s 1-0-0 1 6-0-0 0 1-8 3-s-4 LOADING(psi) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.51 Vert(LL) -0.07 9-10 >999 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.42 Vert(TL) -0.13 9-10 >935 360 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2010frP12007 (Matrix) Weight:57 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 or;bracing. REACTIONS. (lb/size) 10 = 590/Mechanical 7 = 590/Mechanical Max Grav 10 = 590(LC 1) 7 = 590(LC 1) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-917/0,34=-917/0,4-5=917/0 BOTCHORD 9-10=Of768,8-9=0/917,7-8=Of776 WEBS 4-8=275/0,2-10=-890/0,2-9=0/339, 5-7=-900/0,5-8=0/401 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 ocand fastened to each truss with 3-1Od(0.131" X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Wetniag-Pleme t1mooghty review IWAA RDDFnDSf[S(SThIFR),GDNRALIM IT(DRDILONS(DSTGAUIrOlMir)A(AHOY!fFDGINFri.,.T.Hydesipnp—m-rdnad ootnmthis lsosspesign Drermp(IDDImdIAe Nonael Cartiney Pl.Felerenm Sheefhehreose.Ihk-thevi.Wed ootheIDD,oeFy MANUEL MARTINET,P.E. '�1DI k wnuAe,plates shag he ued for the TED 1.be T.U.As o iwu Dmipo Fnginen(.e,Spesiolty Fogieentl6e naloomylDD nprcurdr as owepkme wltM prolessionol eepbenirgrnpors�lilily fm Me deirya dice smgk Tro+sdepided en the 1DDoly,wde,ipFl,the duig,ossmnpiom,laafig rondtion, IsadohiGryoad use o0hbLuss lot mgraddingutM wspomiGlDy oflAe Owem,IMD.aer nmMrirad egemor McRoDding Dmignw,iafhemehmdihe lS6fheilC.the laal hoR&ag mde WTFIA.Theapp,rvd.16,TDDond onyfield menS,heTwss,imladag hondriipsbnge,imtaDodonandhwimg,shop Mthe #047182 rmpoodhiiry ofihe Redding DengnarondCornano,.Al aokssefom iw,haTOD end tM pmrdwf ardgidegoesdNepailding[ompanemidery lmmmaliai(B(SQpoElisM1ed by lPl and SBGme rehtenredfor genanlgaideote rPFl defieesMarespoasAiDllm onEduNes ollhe TrnstWSlgeer,Tross DesignEoginaer and 10419(horlton 0r. Iww RoaokENrey udew olM,rlse dehoedhya(antranag,eednpan io wrNiag by ollpmnes broke!.TheTors DedgnIngkeer is NOT the Redding Doignm arLass Sydemlegre far ery haildmg.AN rotamined trams ore.,dentedbTPld. (npydghl®gdld bl her Lnsses•Me...IAl ni—,P.E.Paprodu,liov d this damum,io rey Iarm,is prohibiled.ilh riff.pnminion Lem A•1 Roof T.--Nmwel Runner,P.F. Orlando,FL 32832 Job Thin Truss Type Qty Ply Std Pac/6812 EL A 61634 FL25 Floor 1 1 A0528978 Job Reference o tional At ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.600 s Oct 3 2014 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:22 2015 Page 1 ID:FJM?bXpxJBMW8ogQ111UfzJdIJ-Xdl8Jac0140YMQICp1 S15BhMTGpSbDpISFsBoYz5LsV 2-&0 148-0 24)-0 2-2 8 0 H Dead Load Defl.=1/8 in 1.5x4 II 3x3 11 3x3= 1.5x4 11 1.5x4 11 3x3= 3x3= 3x6 11 1 2 3 4 5 67 8 Ivi 13 12 11 10 9 3x6= 3x3= 3x3 4x6= 1.5x4 11 4-6-8 5�8 6 6 8 12-10-8 3 4-&8 1-0-0 14: -0 64--0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) -0.20 10-11 >780 480 MT20 244/190 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 FBC2010/TPI2007 (Matrix) Weight:72 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 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOT CHORD 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=-1518/0,3-4=-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 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 3-1 Od(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. V(Fiug-BGmells— lymrinthe'A1 perdydesigopmametenood read nohe m,Ab lrms Bedgngmieg(IBgjand,Ae¢mueldoNur,P1.¢elereme Shem befa,e uu.Mkss oderrise limed ooReTOg,m1y MA It MARTINEZ,P.E. QBBI Is romerror plubtsboB k osedfor the MD lobe said.Asaboss Dnigo[ogioeer;.e,Spedalry fagmenj,Ne mdaomylDD repsesedsm aaeptanma(Ibe prolesdamteoginevingrmpmu3ililyfm oednign e(Ike siogG Gmsd•.piskd ca the lOD sdy,wdm TBIA,The desigr ouamps;om,loodwgrooditmn, Isoil.biliijoeduuofshislronf'sanyhildingis*.repooAbBily0th.ON.",NO.an'southmnedogeeltheldlnoganigoes,iothetastwolsheSICthriMfhelmdbuildingrodeaedlPf-t.TheoppmaleftheMandanyfieldmedtboho,s,imladn¢hooding,snanep,iosf a¢onandbessing,shagbean, #047182 sespoaub&ydlhe ldlGng Dmigeermd Dntrono,.Agnowselouf in the Wood Ilse pmfirmand gaidebnes dtbe Building Solely bdotmalioap(SQpoblished by TPl m4 SB(A werefemn,,dM,genemlgaideme..INS defioeslM1e respoe>bPiUm mE dulim oltha Gum Deilgoar,Lussbesign Engineer and Ip019 Charlton CiG 1-0-he ure,,sde sash-ha defined by a(unbortopeed oponin.,"byallia tlm taveGed.IM Gins Design Engmem isBOI Me Building 0 01sel or buss SyaenEag®eer barony bnilli g,All CapgoB,ed tnrnmeasdehmd b M-1. - 6"tigbt®20IS A-I goof basses•4moef Ymfinen,Pf.lepoduslion of this domment,fe any loran,is pabW d.ifb.sblea pnmimian from A-1 goof busses-(Swuef ASmei-,P.F. Orlando,Fl 32832 • a Job Truss Truss Type Qty PIY Std Pac/6812 EL A A0528979 61634 FL26 Floor 2 1 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.600 s Oct 3 2014 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 17 15:26:22 2015 Page 1 ID:FJM?bXpxJBWbWBogQlllUfzJdIJ-Xdl8Jac0140YMQICpl S15BhRjGoSbCdi5FsBoYz5LsV 0-4-8 H 1-3-G , 2-6-0 2-2-8 2 1�� Dead Load Dell.=1/16 in 1.5x4 II 46 11 3x3= 3x3= 1.5x4 11 3x3= 1.5x4 11 3x4= 3x3 11 1 23 4 5 6 7 8 9 10 15 14 13 12 11 1.5x4 11 46= 3x3= 1.5x4 11 3x6= 3x6= 6-8-8 7�8 8-8$ 15-5-0 6-4-0 1-0-0 111 6-8-8 Plate Offsets(X Y)— [1:0-3-0,Edge] [15:Edge,0-0-12) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud 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 FBC2010/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 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=0/1 697,1 2-1 3=0121 2 3, 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 including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131" X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6)CAUTION,Do not erect truss backwards. Namieg PleasetboroogNy«vuvthe'AdROOF @NS56(•FI1110,61119411E1116IF gDInOXSCUSIOWrI'gUr[Pig(IfNOWIfDWNFNI•FmmVwlfgdetipnporomnenoodreadnafesonlhiflranDetryroDravuphW)mdl6eYnaoelYvmeee,Pl.reFerean@en6ela«ufe.Nnlessm6erviuwaledonldefOD,aalr MANUELMARTINEI,P.E. �167eh der plvt-horbe used for tlrc TOO la be.5d.lso Lon Design fnpineer(."BpedvN(legineer),the srobvv9NDreprewirts va atteplome olfkpwlndenvleepioeniagrespam3iriylm @e dniga eft!single arms depirled m16,Mosty,coder IN 1.The desiquecsonptieas,Iovdiageoaddms, ' witublliymdu«offlisTmnforourRAingLlbe«sperihliyoftheoreer,$8O.nnilotherieedagenorTheBdldiegDnigner,iothemOM0theKtheTICOrroalbuidngsodaaadflhl,@eopprovalddaTDOador,adduseoftheTrvn,Fwlodmghad6ng,stomp,intolbuonmdb«img,strollkthe #041182 ' «spani6&y of the Ddlding DadgneraadCvrhvnvr.AD noassatout I.the lDO ood the pmrdus andgalde6nrsol be DdldiagCvmpvnenklerylofmnotim(B(gl)po6Nskd bg lPl oed SBCA o««feienmdlorgme«I giidena.IPFl da6nes Me«sponmlhNn and duhef of lha truss kilgan,hunDesign hgineannd 10019Chorlion Cir.. Imn MeadvsNwe,odes vlhvvlse defined hro(enhomon«d opoo ie nAing 6p ollpmdn[voted @e Luss Oedga @gmen is NDI the BdMiog Dedgner or buss dgdenfngo,eer for aeg bcildug 411 Copduhevd terns me csdefieed I.1PI.l. Copyright®TD15 A•I Roo11wsses-Alonuel1A.1iom,PF.Reprvdufioa of this doeunroel,is ang losm,is pmdi6ited vilbnitten permisdw Gem A I RATwsces-I4aoeel m.dinm,P.E. Orlando,FL 32832 e Job Truss Truss Type Qty Ply Std PaC/6812 EL A 61634 FL27 Floor 3 1 A0528980 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.600 s Oct 3 2014 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:22 2015 Page 1 ID:FJM?bXpxJBWbW8ogQlllUfzJdIJ-Xdl8Jac0140YMQICpl S15BhR)GoSbCdl5FsBoYz5LsV 0-4-8 1-3-0 2-&0 2-2-8 2-0-0 1-2-8 Dead Load Defl.=1116 in 1.5x4 II 4x6 11 3x3= 3x3= 1.5x4 I I 3x3= 1.5x4 11 3x4= 3x3 11 1 23 4 5 6 7 8 9 - ab 15 14 13 12 11 1.5x4 11 4x6= 3x3= 1.5x4 11 3x6= 3x6= 6-8-8 7-8-8 8 8� 15 5-0 6-4-0 1 0 0 1%_0 6-8-8 Plate Offsets(X,Y)— [1:0-3-0,Edge),[15:Edge,0-0-12) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud 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(fL) -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 FBC2010ffP12007 (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 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 = 891/0-4-0 (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=198610, 7-8=-1986/0 BOT CHORD 1 3-1 4=011 6 97,12-13=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 including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened toeach 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. Warning-Please tlornugElyreri.the'A.1 ROOF TIMES rMlOrLOFN11Al loan A(DID1nONS(IISIOYIQ(-gU1C1)A(CNDWIFDC#YBlr le-Verily deignporomdv—drmdWes this Noss Do*Dmsig(mo)cedtheYoou0b.,ioet,lEMneae Sells beeleox.IWkneihnriu staled Do it,TOP,eat MANUELMARTINET,P.E. Mibl mnndes pLtet+Ael be used for Ik IW bbe eo5d.haTmss Oesipo Gpinen(.e,SpedoDykpmenJ,the%ealaooeyIDD sepreseohoe s<ePlons<olthe pmisuenol npiseniryrtipostiailiy Is 0e Beige dtte s®ple Lmtdepishdna the 1DD ody,wdn TPI-I.The deJg+osumptiees,loodiogemdirion, IsoiNbiliiyond esaof lhishusslos ony Bugding is dle m+paml7dy olibe o:oar,the DrantoothnNedapeolorshalegdiq Wipes,is th—m.1 of the lR4 the IlClhe lo,d1hildmg(ode oodi l-i,ThaoppsoealdthelOD aed any fieldeseal tAa Trostos4Qnlhond4+q,+tinge,inMlbuon and bixiag,sha116e the #047182 rspasibddy Nliha loNEing Detigder ondCdsradot.ADoebs setoNmtbe NDead We proNu+aadgaldeRanalHe lending Componeel coley lnlotmofion(B[SI)Published hl lPl roof Mass Waanndhr gmerel gaidosa.Ml dehnntAeresponki toed Bader olsha ims Wdgos,Luis Dsign Fegmeer esd 10819(horlton{ir. Tent Y®ehmxby onkn olberdse deProed lya(oaho0ogeedoponis vridngby dl psdaslamlaed.Thebes%aesige Fagmeer is NOT tha Imlding Designs or Loss Syden Fog—,for ary boMeg.All Cophdind teimsooe as dfiaed is TP61. Capyrigb1�g01f A•I RooFln%ses-Yoauel aortieer,PF.Repro�nNm sdAis doswneet,is aay form,is probihiied riM nittw permission(ram A•l poollmsut-Ymsel Y,rttan,P.E. Orlando,FL 32832 Job Truss Truss Type Qty Ply �Std Pac/6812 EL A 61634 FL28 Floor 1 1 A0528981 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.600 s Oct 3 2014 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:23 2015 Page 1 ID:FJM?bXpxJBWbW8ogQIIIUfzJdIJ-?pbVVVMdOW08P aKONkzGeODbDg98KfuvKuckL z5LsU 04-8 1-3-0 „ 2-6-0 2-2-8 „ 240-0 „ 1-4-0 H I�I Dead Load Defl.=1/8 in 1.5x4 II 1.5x4 II 4x6 11 34= 34= 3x6 FP= 34= 1.5x4 11 3x4= 3x6= 3x3 11 1 23 4 5 6 7 8 9 10 11 EL T, TA -I � o 19 18 17 16 15 14 12 1.5x4 11 4x6= 3x3= 1.5x4 11 3x6= 3x6 FP= 3x6= 3x6= 6-M 7-81 8-8� 15-5-0 18-3-8 6-4-0 1-0-0 1-0-0 6-8-8 2-10-8 Plate Offsets(X,Y)— (1:0-3-0,Edgel,I19: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 0.68 Vert(LL) -0.16 17-18 >999 480 MT20 244/190 TCDL 16.0 Lumber DOL 1.00 BC 0.87 Vert(TL), -0.26 17-18 >691 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(fL) -0.02 13 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:102 lb FT=O%F,0%E LUMBER- TOP CHORD 2x4 SP No.2(flat) 4)Recommend 2x6 strongbacks,on edge,spaced at BOT CHORD 2x4 SP No.2(flat) 10-0-0 oc and fastened to each truss with 3-1 Old WEBS 2x4 SP No.3(flat) BRACING- (0.131"X 3")nails. strongbacks to be attached to TOP CHORD walls at their outer ends or restrained by other means. Structural woad sheathing directly applied or 6-0-0 oc 5)Gap between inside of top chord bearing and first S St ri to except end verticals. diagonal or vertical web shall not exceed 0.500in. BOT CHORD 6)CAUTION,Do not erect truss backwards. Rigid ceiling directly applied or 10-0-0 oc bracing; Except: LOAD CASE(S) 6-0-0 oc bracing:12-13. Standard REACTIONS. (lb/size) 1 = 869/0-4-0 (min.0-1-8) 13 = 1259/0-3-8 (min.0-1-8) Max Grav 1 = 889(LC 3) 13 = 1259(LC 1) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD - 1-2=-764/0,2-3=762/0,3-4=762/0, 4-5=-2112/0,5-6=-2112/0,6-7=2112/0, 7-8=-1945/0,8-9=-1 94 510 BOT CHORD 17-18=0/1691,-16-17=0/2112, 15-1 6=0/2112,14-15=0/1215, 13-14=0/1215 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 including heels"Member end fixity model was used in the analysis and design of this truss. Yyoming.Pleose MmoupAFyrerieeRe71 BDDF IADSSFSryaIID1,6INIBA IIM 9(DYOInOBSCJSIDNIPI'BUr[B'IA(N50WIID6EAFta'Imm Yuaydesipnpormotln—d read nonf mttns(rmsaesign grermpllW)mdlAe Nonarl Yorliee6 Pl.lefrreea SheNbebreuse,Unkn edmiu timed onlhIN'mFy MANUEL MARiINEI,P.E. tliieb ronndrr ploln,M1oB br rud for Ik NDInle rofid.haLon Dnige[opinen(.r,SpednNy Feynen),16e url on noy1DD repreaenh as adgtomeol the pminv000laginenirgmpaesfiilily kr ae dnige ala<imgk Trntdepided collie IDD oeFj,under iPld.The devgn rnomptiom,lerdingaamddion, nikbitityoed use oltbislmss for my Buildingis them,p Milady oltheaeu6the D.nei soothorked ogeol or lAe Boildiryanigno,iq,the mekaldthe lRGthe llGlbe lmdbuBGng rodeordlPld.Tha opprmoldThriBD and onyfield meal Theirms,indedmlF.andfimy,loage,io,kbeNm orA 6rnakg,sM06s the #041182 ,,,Mvbddyolthe Building Devgaerond[wuredor.ABaok d.w wlbe NDendthe pmrNre-dgeideBo 0th Building[omponenl Solerylydmmolian(BCSIJ pohtisM1ad byiPl oodSBG ve refetanmdlor gennlgaih—IM defineslh.imponmdifie,and dude,of1ba hues D.0gaer,Tusspevgnbgmeer and 1D019(h0rltaq Or. Tres Yncotanurey edsuelb-6.dehxd by.(onhmogeed eponir nMngbyeDpoitkskrolred The Lun Mg.Fogken I,NOT Th,ILMng Dnfgm,m km,rydemEngkeer far ooy bAldhg All 601.1ri d tnm,me m dehred 1,71-1. (opyrigm@201S A•I Doo(Trassn•AlmiuelNod'me:,P1.Deprodurtien d alias damwr(,in any Icrm,is probihited riM aniden permiesicafrom A•I Bool Truetet•LtunuelNa,han,P.E Orlando,EL 37832 Job Truss Truss Type Qty Ply Std Pac/6812 EL A 61634 FL29 Floor 1 1 A0528982 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@a1truss.com Run:7.600 s Oct 3 2014 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 17 16:26:23 2015 Page 1 ID:FJM?bXpxJBV&WBogQlllUfzJdIJ-?pbV4VMdOW08P_aKONkzGeODYQgBtKk9vKuckL z5LsU 1-6-0 2-0-0 1.8-0 2-6-0 r r 3x3 11 3x3= 1.5x4 11 3x3= 3x3 tad Load Defl.=1/8 in 1 2 3 4 5 8 7 3x3= 1.5x4 11 3x6= 3x6= 1-10-8 2-10-8 3-10-8 8-5.0 1-10-8 1-0-0 1-0-0 4-6-8 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 0.86 Vert(LL) -0.14 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 Iner YES WB 0.20 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 48 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) 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. (Ib) Max.Comp./Max.Ten.-All forces 250(Ib).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 including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 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 Narning.�edseronoognrnene.mrea mDFlgosusrsFlue,BFBFeumwrmeDmDBscmDwnl�rum7eclmDwlFwawan-toga pnaydesgoporo�nnramnad�x,Damien.„Deagama.ieePDDl�dneehnoarmmeea Pl:Fdnenreualaebaa><.�xneaer.is<,rmeaooroelw.odr MANNEL MARTINEI,P.E. �"1ehs W.,plalnshrl be used to,the TOO to be eo6d.koiron Onige[egmen(.e,Spedolry Eegineerl,me ud oeagIDD iepresenlsoe uttptonre althe pmlessional eagmmhyrnpmsairity to Ihelesge aIM smg4lrustdepidedrnIbeIOD tidy,undo TPIA.The dedpraumnpti>as,lonfmg rma reds, !AT-1 wao6igryandeseot ibis lrunh,myBuOdingisOnnspooddily.1 the ONeor,The o—,00mo,hed aged orther000k.9Oesigon;is the eorteeldmeRL the 11L the W1budmagWesedTPid.The oppioeolof the TODand ry Told useolmsbois,imlodolhanding,shroge,Ioslehro.end brosiog,Adbethe #0471R2 respoesibDm/otme 9Dmeg Wgnerood Comredoi.Al aoteuetoulmlh:IDD end the proNus dad gcideboesolthe Buldirl I mponeel Saldy[*rm�.D(SQ pobO,hed by IN del SHAare reWeamdh,geeerel Ode—IPN de6va me rospon3Dieksand dunesal the imss Deilgae,,Lun Deslgn hglneennl 10019(horlton Cir. Tm,sYevehnure,,edam ome,NUdefieed bya(robartageed epoo ie eeecg6yo0pmris irtutred:Thehas Dedge lugmen is NOT me WhOog Oeilgiei or Luss Sysl-Top—To,aorh L4{O[nplolhnd terms ceor de6odWiPI.S. Copyright®g01f R-Ilmnresses-amuel Norlhe;Pi.NepredmtioodAis dasuaeel,inmry loan,is pobihited sritb ninen pe,missimham A•1 Noal lmsns-amwel tlsn"set,P.F. Orlando,FL 32832 ' Job Truss Truss Type Qty Ply Std Pac/6812 EL A 61634'� FL30 Floor 1 1 A0528983 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.600 s Oct 3 2014 Print:7.620 s Apr 30 2015 ll Industries,Inc. Wed Jun 17 15:26:24 2015 Page 1 ID:FJM?bXpxJBWbVIBogQIIIUfzJdIJ-T?8ukGdeHhGGckvbxSU VAcmka4XZ3BM2ZYLHtQz5LsT 1-7-4 240-0 1-7-9 2-6-0 3x3 11 3x3= 1.5x4 11 3x3= 3x3 dead Load Defl.=V8 in 1 2 3 4 5 MV 8 7 3x3= 1.5x4 II 3x6= 3x6= 1-11-12 2-11-12 3 11-12 8-6-13 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(rL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:49 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 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 including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened-to each truss with 3-10d(0.131" X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by-other means. LOAD CASE(S) Standard Woming PlmeRaroaghly seriarMe'MI ROOF SRUSSnrSFIIEBl,GDIERAL FIRMS (ONOI11ON5(USIOMIR(iUf[A)A(RpOri7EDGEMElT1'Imm.Rarity design pmamelere and real notes onlhis ims DeugnDmieg(IOD)md the Innueltladieet,U.Memo Sheel Delete me.Dnlanothenise staled onMelOD,only MANUEI MARTINEI,P.E. �ISIeR mnvedrt pleln sled be used for Ibe IDD la be rafid.Is oTmx Dnige Fepinen(.e,5pedaNy Fngiom),the xdonoeiIDD«presrAs a oraptomearthe pmlessionel eopineeiiag respusIDigty ter ttedesgo of IDe s®ple TroxdepNed em the IDD eoty,order TP41,The deugn ossumpfom,kvfmg roedtiws, IWndsfityaeduseal lbisTmx lot any Building is the respamiloi!4.fth,0-1,Me Dan eitoolhorindageolmthegm7diygesigno,iolhe anhxtdmelR47ho 11Uhelaalbuddng soda aedlPld.IDa opprmofoldeIDD ondonyfiddme oSMeTmss,inJed"mpkwdGrrysrom5e,iostolbNon o�brxislnO6ethe #047182 respoesibdify of the BuDding OtOgnuend Cooaedar.Rgnotes retout in the TOD end the pmrfins and gridehaesef the goildinl Component Salary ales-imo(e(SQ pmhlish it by SPI and SRCAme relaennd ter gannet gmideore.IPFI defineslhe respoef3i(ida aed dNim ahbe Bross Oedgeer,lmn D,lIn Engineer and T."Nacokd"e,,odes mlAxdsa defieed bym(onaodagreed apon ie nfinR bynllp.h,,u reNeal.Sbe h-Ungn ingioeer is NOT the It ildiag Dmill.,an Lox Syslem Fnginear ter aey trcildbg ITT U imlued lernsare ae deboed In TPOI. 1 UU I9(IIDr11O11(Ir. Copyright®RO1g A•I IoaTTresus•Nanuel Wrtiaea,PF.Reprodwliaa d this da"meet,in may Imtm,is prohibited eritb rtidea permixioa ban q•1 Rmml Trvsses•Nanuel Nertine;P.E. O(IDfldo,EE 32832 Job Truss TFluo Type Qb Ply Std PaC/6812 EL A61634 FL31 r 1 1 A0528984 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.600 s Oct 3 2014 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 17 15:26:24 2015 Page 1 ID:FJ M?bXpxJB W bWBog QlllUfzJdl J-T?BukGdeHhGGckvbxS UVAcmn k4VX3662ZYLHtQz5LsT 0.4-8 H, 13-0 , 2-6-0 2312 E 240-0 try Dead Lead 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 Ri 15 14 13 12 11 1.5x4 11 4x6= 3x3= 1.5x4 11 3x6= 3x6= l 0 4$ 6-9-12 7-9 12 8-9 12 15 11 65 4 1 0-0 1_0 6-4r15 Plate Offsets(X,Y)— [1:0-3-0,Edge],[15:Edge,0-0-121 LOADING(psf)` SPACING- 2-0-0 CST. DEFL. in (loc) I/deft 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(fL) -0.26 13-14 >696 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(fL) 0.02 10 n/a n/a BCDL 5.0 Code FBC201 OfTP12007 (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 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 = 890/0-3-8 (min.0-1-8) 1 = 89010-4-0 (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=0/1695,1 2-1 3=0121 2 0, 11-1 2=0/2120,10-11=0/1285 WEBS 1-14=0/1122,4-14=-1087/0,4-13=0/635, 8-10=1490/0,8-11=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 including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131" X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6)CAUTION,Do not erect truss backwards. Womiog-PkxeMxooy,ry reri»IAe'k1100FT1aSSSrfn1(n G11111111BPYS d(OAg010RS(niONRI'BOTn•)A(KNOWISD(AOrloim V"4 d0p pmmenae aodnol Dour w 0ir imr De4pn Dro�ieBllODlmd IAe Mmoel Ynrtieeytl.IdereoteIDeel Bebre ofe.Oabu oRerriu umM eoRelgO,onBy QWleA samestu plotessAel Bendlarlhe100bheea5d.koTrou Berige Fegben(e,SpedoDylvgbexl,the reolooery RDrepreutlr oe oagtameafMx profersieooleepioexicgrnpm,AiAh lx lte dodge ei@er®gb Omrdepisud ebthe lDD any,wdn TPl-I.The derig,euamp0on,bofinyawd0oer, MANUEL MARTINET,P.E. ' uiubil0ymduu0 IN,III.to,MBafigstherommiardyf tit Elm,,Th.0—Aemhorbedagmforlbe0di4Derlgner,blheueusld IS.K,thelB(,lieluOW&ngrodeodTPl-T. #047182' rnpavhddy of the p0img OcdgoeredGrnedor.Al Dour tefoetwlhePDDend the ptosGur and gcide0ees ettla 0uildbg(ompeneelSolery lntmmotiea(BfSQ poblirhed by lPl Dad SB(AorereFeranmdlor geaeNgoidxma iR•I define the respoerbllitieswd duties o(the lrosr Deilgner,Trun Design hgineer and 10019(hodton0r. Trvrr YveWeM,er,edesso0es to defnd by a(onbestognd opoo io nioeg by oD pmties(rwud.TheLms Oesige I*-is NOT the Omld'iog DeGgon erlsms Syslm fn9mex for my h6114 A9606ned tnnsdu m defend b TPil. 6pyrighl 0 2015 A-11wfTusut•n-1NxIbu,P.E.Oepr 61ioa of lhis do f,it nnyform,it PsAbld.iNniftee permisrion frcmA;l RATmsut•Nm,uel Wste�r,P.E adando,FL 32832 . e Job Truss Truss Type Qty Ply Std Pac/6812 EL A A0528985 61634 FL32 Floor 1 1 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.600 s Oct 3 2014 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 17 15:26:24 2015 Page 1 I D:FJM?bXpxJBMW8ogQlllUfzJdIJ-T?8ukGdeHhGGckvbxSUVAcmnr4Um36_2ZYLHtQz5LsT 0.4-8 1-3-0 „ 2-" 2-3-12 „ 240-0 „ 1.5-4 1-11-6 Dead Load Defl.=1/8 in 1.5x4 II 1.5x4 II 4x6 11 34= 3x3= 1.5x4 11 3x3= 3x6 FP= 3x4= 3x6= 3x3-11 1 23 4 5 6 7 8 9 10 11 19 18 17 16 15 14 12 1.5x4 11 4x6= 3x6 FP= 1.5x4 11 3x6= 3x6= 3x6= 3x3= 6-9-12 7-9-12 8-9-12 15-7-8 17-11 6 6-5-4 1 40 1-0-0 6-9-12 2 14 Plate Offsets(X Y)— [1:0-3-0 Edge] [19:Edge 0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud 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(fL) -0.27 16-18 >679 360 BCLL 0.0 Rep Stress Iner YES WB 0.54 Horz(rL) 0.02 13 n/a n/a BCDL 5.0 Code FBC20101TPI2007 (Matrix) Weight:100 lb FT=0%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- 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, 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(Ib)or less except when shown. TOP CHORD 1-2=778/0,2-3=776/0,34=776/0, 4-5=-2191/0,5-6=-2191/0,6-7=2 01 010, 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 including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131" X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Woming PleneMmooghlyrevinMe'41 g00rnsgSn(MI111G01INAE TIM&CONDITIONS(USTOhOrtl"1&1 ll040WHO6ENIArIwm. ou.Pohu ot6ttrise Vam..6,00,only AIANUEI MARiINEI,P.E. QhOreh mneesis pintn shvA by med Ivr lheIDO hhe en0d.As vLon Desige[eglnar(ne,SpedoNyFegines),Ihe smlanoglDD npreswdsae saptvme vrlhe pmhuienvl eepinewugeespommiNly is B<deugn v11F smg4Lns dep0ed on Ibe 1DD avly,under iP41,tAe design vssompOam,loormgemdfivn, f soNobility.edaseollhi,Tmulwmylddingislheraspom3fire1the0nn,I 0e 1'seNho,hdvgentottheBm7dm9D ilm,ivlhemtmolthe110h,IXthecaothoddiogeedaoe01-1, #0471B2 rwpoesbdifyvS the duilEng Wugnwand(oeneelvr.A0 oohs swow io the 1OO end thepmrNts—dgddeNnesolfhe gaildNgCvmpenem Solely lnlasmofiev(N[51)pohlished by SPl ondSB[A era releeenndfargmervlgndcnm lP4l dehnesMemspovsmllitks and du�iesohhe imn Ws(gort,hun OesignFegineer ovd 10019(horlton(IT. Luse kaeuloMre,,onlessoWe,dv defined hyo(onnonagreed epon in niting by vll pvrtln Molved.IDe Lon Design Frrymew is NOI the Hulfiog OesigM,ar Lms Sykem Engines for aey N,ildag.10 fnpNoOxd lsmsme m dehvd ti iPbl. (opy6gh1O70I5 A•I FoolTrusns-AlvvuelAlorlinee,Pf.Neprvduelian of this dommeet,iv oirylorm,is prohihihd•iM r,itten peemistioo 6cm A•1 Nool imtses•Nonuel Natline;P.F. Orlando,FE 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL A 61634 FL33 Floor 5 1 A0528986 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.600 s Oct 3 2014 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 17 15:26:25 2015 Page 1 ID:FJM?bXpxJBMW8ogQlllUfzJd IJ-xCiHxceG2?O7DuUnV9?kjpJylTgsoZECnC5rPsz5LsS 0-4-8 H g' 113-0 , 2-" 2-3-12 2-" 1-3-12 Dead Load Defl.=1116 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 m RI 15 14 13 12 11 1.5x4 11 4x6= 3x3= 1.5x4 11 3x6= 3x6= Q 4 6-9-12 7-9-12 8 9 12 15-7-8 b 4 6-5-4 1 0 0 1-0 0 6-9-12 _Plate Offsets(X,Y)— [1:0-3-0,Edgel,[1 5:Edge,0-0-1 21 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud' PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TIC 0.61 Vert(LL) -0.15 13-14 >999 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.92 Vert(L) -0.25 13-14 >711 360 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.02 10 n/a n/a BCDL 5.0 Code FBC2010rrP12007 (Matrix) Weight 85 lb FT=0%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)BRACING- 6)CAUTION,Do not erect truss backwards. 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, 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=775/0,34=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, 11-1 2=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 including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131" X 3")nails. Strengbacks to be attached to walls at their outer ends or restrained by other means. etemieg.Tkmerowaag�Ig,e.i..mrAaeDarnlDsssa(tin(ul,axlurngYs90011ORRUSIGN<q'eDrtnA(rNDm10ara+rla,mgerdrae,igeparon,aarea.dreoeaowoolm,Tre„De,igaD, peg(M)ccdmeNaevelNan.eee,Pl.lelerenmSA'eeSEehmox.Unks,edttmeuatedw11e10D,00lr MANUELMARTINEI,P.E. �iNlei mneerhr plde,,haN b<o,edfor IAe IDD tabevotd/,aLoo Desige 6ginee,(.e,Spedoitg[vgpettl,t6e,ed ovary IDD rcpeud,oe mrephnroaf Ipeprofe,sisnol regimeringre,pm,30ily W b dnigo-fit'fi*Lossdepdd cn the TDD eoly,mda TPI•I,The desia,onwapfi."badiagsmddioe,, I ',oite6ihrymduwollhisgioi,formrBuBfinghdNrmpoaitirayoldeOoeLlheOroeinulhoritedogeoar the BuifrgDesigaa,inlbecents.td'he tic the KiioliedleUng(vie WWI,Iheopprheald8elDDondonyfiddesedlheTmn,indaC'nlF.mdgngsb,cge,iuldttion end ln.&I,Mbethe #04I182 respoeandM of the l:ddiag Deugnerand(ocharhr.AN oou,se coin ft TOD'Withe pudessaed gelddoes ofthe Buiidiog(ompnemSoleylnldrmermpfsgpohhshed 6g TM and MCA—relvdedf.,peeereigeid—,IP4l deNoeme re,poeubitdNe avdduee,aSNmao,r De,igear,riues Design(egWer end 10019(harl►Dn Cir. ImssYormkshner,eden eDe,dse defined H o(onNotl oneed spso in•raybr o0 pati,hodeed.theLms De,igs Eogmeer I,NDI the iald'mg Design.,a Las,SgNen Fngmitt br mrhrAldie}AN Upmrnedtttn,oro m ddieeA bflll. copyright®3015 A•I Nmf Trwxs•NmoelYoAien,Pl.Nepodwlien d thisdoo®e.1,in ary form,is prahbad wiib mitten pet(Mice ham A•I RoOm,sae-Noma Yuri n,P,r, Orlando,FL 32832 Job Truss Truss Type Qty Ply �Std Pac/6812 EL A 61634 FL34 Floor 2 1 A0528987 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.600 s Oct 3 2014 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:25 2015 Page 1 I D:FJM?bXpxJ BVVoW8og QII I UfzJd IJ-xCiHxceG2?07DuU n V9?kjpJz6TsXobOCnC5rPsz5LsS 2-6-0 1-0-13 „ 2-0-0 1-0-14 , Dead Load Deg.=118 in 3x3 11 3x4= 1.5x4 11 3x3= 3x3= 1.5x4 11 3x4= 3x3 11 1 2 3 4Tj 5 6 7 S 14 13 12 11 10 9 3x6= 3x6= 1.5x4 11 1.5x4 11 .3x6= 3x6= 6-6-13 7 f 13 8 6 13 15-1-11 6-6-13 1-0-0 1-0-0 6-6-14 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.52 Vert(LL) -0.11 10-11 >999 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.81 Vert(TL) -0.18 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 HOrz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC20101TPI2007 (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 purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14 = 893/Mechanical 9 = 893/Mechanical Max Grav 14 = 893(LC 1) 9 = 893(LC 1) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1992/0,34=-1992/0,4-5=2128/0, 5-6=-1992/0,6-7=-1992/0 BOT CHORD 13-14=011291,12-13=0/2128, 11-1 2=0/2128,10-11=0/2128,9-10=0/1291 WEBS 2-14=-1497/0,2-13=0/818,3-13=-250/36, 4-13=-467/55,7-9=-1497/0,7-10=0/818, 6-1 O=250/35,5-10=-466/55 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 3-1 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 Waning-Pfemeth—ghly law the'A.1 ROOF FROM('51111n,GENNIA111115A(ONDILONS(WOYEN('BUT111AMOWHOUNDN('femVerNydesignporomdenoodroodnohsonthisrnssOedgnDmrupQDOfcndtheYonuelYartieet,P.F.letneoaSheetbelaeuu.Wknol6nrisefmtedontheIDD,�Iy MANUEIMARTINEI,P.F. �AOTehmmederplatverhd be ured im the 1ODto beeand.Asoima Design Evgmen(.e.,SpeeiaNy[ngineer).tbe reel on ovy1DD rep"remsmaaepinrcen(tkrcprofeaienal eogmenirgmpoer3ltyfor fte krige elfha re�gh Lms depirkd cn the IDD anty,under TP61.The dnig„ouwnpfwm,loodir�g eo Uen, ' Wobililymd use oll%N.for ooy ruddingh lhanrp.f.birdy dthe Ono,theO.ner'o eulhmind vgenl or thhildinggerignn,in the,uh.10 thell(,the FILM.Wd hugdmg(ode ead1P41.The opp,..I d6,TODofvny field ure ofN Tms,W,hjF.00dOng,Rms,,i0defion ood W&I,M be the #041182 ' respoeeib&tYofMagaUomgWdgnerond(ornaao,.AO,rone setont in lhe100cM the prmNnsoodgadefoesalffie OviNingCompanemSolery lnlormoNon(e(51!publirhed hyipl ood SB[Aarc rc(erennd lu general gaidenre.IP4l defines Me,eepooubiGiNe and dories o(tFa Tmee tkilgoer,)russ Desgn Engineer and Ip019(horlton(ir. imaYvrvlvmam,unless olhmdse defieed byo(antroaoneed upon ie niNcgby ollpmtintreotrzd.the Loa NOR,.Fngiveer ieNDT the Bolding 069..m Imes Sydm Fngmem fer any beildug.AO Uoleaed t......:deheed in gP61. (opyrigF.tQTO1g A IPont lrmser•Noneel Ymtirer,PE pepredmtioo of thL darw,ea(,in nny larm,ie prohihited.itb w,Etten parmicsioc fiom A E NooETmuer•NonoeI Mini-,P.E. Orlando,Fl.32832 Job Truss Truss Type QtY Ply Std Pac/6812 EL A 61634 FL35 Floor 5 1 A0528988 Job Reference(optional) Al ROOF.TRUSSES,FORT PIERCE,FL 34946,design@a1truss.com Run:7.600 s Oct 3 2014 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:26 2015 Page 1 ID:FJM?bXpxJBWbMogQlllUfzJdIJ-QOGf8yfupJW r23z2tMF12FtC2XzZLOsgOxJzSLsR 2-6-0 1-&9 „ 2-0-0 „ 1-6-10 Dead Load Defl.=3/16 in 3x3= 3x3 11 4x6= 1.5x4 11 3x3= 1.5x4 11 1.5x4 11 3x6 FP= 1.5x4 11 4x6= 3x3 11 1 2 3 4 5 6 7 8 9 10 11 (16 18 17 16 15 14 13 12 3x6= 4x6= 3x8 MT20HS FP-- 3x3= 3x3= 4x6= 3x6= 9-6-9 21-1-3 9-6i9 1 0 0 1 0 0 9-6-10 Plate Offsets(X,Y)— f13:0-1-12,Edge],[17:0-2-12,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.95 Vert(LL) -0.32 13-14 >774 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.79 Vert(TL) -0.53 13-14 >470 360 MT20HS 187/143 BCLL 0'0 Rep Stress Incr YES WB 0.73 HOrz(TL) 0.10 12 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:111 Ib FT=0%F,O%E LUMBER- TOP CHORD 2x4 SP No.2(flat) 6)Recommend 2x6 strongbacks,on edge,spaced at 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-TOP CHORD walls at their outer ends or restrained by other means. Structural wood sheathing directly applied, except end verticals.BOT CHORD LOAD CASE(S)Rigid ceiling directly applied or 10-0-0 oc bracing. Standard REACTIONS. (lb/size) 18 = 1251/Mechanical 12 = 1251/Mechanical Max Grav 18 = 1251(LC 1) 12 = 1251(LC 1) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3208/0,3-4=-3208/0,4-5=4200/0, 5-6=-4200/0,6-7=-4200/0,7-8=3208/0, 8-9=-3208/0,9-10=3208/0 BOT CHORD 17-18=0/1895,16-17=0/3967, 15-16=0/3967,14-15=0/4200, 13-14=0/3967,12-13=0/1895 WEBS 5-15=337/0,6-14=336/0,2-18=-2197/0, 2-17=0/1533,3-17=-278/0,4-17=-886/0, 4-15=68/651,10-12=-2197/0, 1 0-1 3=011 533,9A 3=-278/0,7-13=886/0, 7-14=68/650 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. Wmmug fleosethnougAly rekiertheYd T ROOF TADSS rSll11111' milAt 11"S6(OADI➢ONS(IISIOMFP('DU([p�A(A110'N(NGEMEDf'fmm.Vcrifydesign pommneu ood reodretnonmif'nss OedgoDmeiephDDlmd OeMonael AfartweyP.F:geferenm Sheef hehre use.01-7h,mos'letedootheToo,only k MANUEL MARTINEI,P.F. �AOIe mmrdor plot,,Ad he osed forth luhe sold.As Wig. G.e,Sp e.4Io&,.l6,a 1 aa nyTOO r,p orse*oo aaeplemeof the preftesionaleegi.0.9respoesOiGlyfor IEe 2nigo elCe smgkLarsdvpided co the TODenly,undn ipid.The deign ouomptan,loadingeooditims, ' wW.Mlyanduwofthi'lowfe,Mlemiogisft",pa W4of the Orne"the Orss",a windageotorTheioRbi;Oveignn;isThesootetldthelk4the11C.thefmathui&gmdeuadTPH,TheopproroldThrIDOoodanyfieldaseoftheTruss,imled»gAondgrg,stowge,iataDoliono�bwsi�,shuAhethe #04I181 rnpoevl&D'olPoe lagciiq OedgnetondCowredor.Al.*,Wed is the TOD endthe pmttice—d gsddekoes ofthe leTdgCompenen Safety leh,redaomtsl)pohliched hyTPfWSlfft,rde,aredForg-11riidtess,Wldefimslhunpoos�ibtin and duties ohkLassoedgearsmss Deign login...ad 18UI9 S.IIO(1100(If. bassNarotenhrter,anlgsalMidw defined byo(onboeogreedopenio rhoghyo11p lintavoind.The Las Designlnaen is NOT The IaldingOnigneeor11uss Srden Fop-for any build9g AO(opitofued ternsore os dehoed In TPI 1. Copyrig6f®70dg A•I toofirasws•MoauelAlorluet,PE lepro6dion of lhis dasumeet,to gl.w,is prohihild srilhmW.pesmissioa hem AlAoolTmtus-Nanoel NmF;P.f, Wanda,FL 32832 . Job Truss Truss Type Qty Ply Std Pac/6812 EL A A0528989 61634 FLA01 Floor 1 1 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.600 s Oct 3 2014 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:26 2015 Page 1 ID:FJM?bXpxJBWbWBogQlllUfzJdIJ-QOGfayfupJW r23z2twzF1r5stlbX5jLOsgOxJz5LsR 1-7-6 2-0-0 2-1-0 10-5-6, 2-6-0 3x3 11 30= 3x3 11 4x4= 3x3 11 1 2 3 3x3= 4 5 6 131 11 3x6 10 9 7 1.5x4 11 1.5x4 11 3x6= 4x6= 2 0 0 6-4-0 9-7-14 2-0 0 1-0 0 1-0-0 2.4-0 33-14 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 0.72 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 FBC201 O/TPI2OO7 (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 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 3-1 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 Nmcing-ple-tEoroaghFyrevit,the YI ROOTTROSSES(MIEI'LGIN1R(1 TIIYSiCOIOIn0A5(USIOYf!('BUiER)d(IDIOYI[06fYENrlmn YwBy design porometen oodread nousmtms[msOnign otaeiep(IOD)mdlhe Yonud Yameet,Pl.Iefereoadhed M1elare u>e.W,kss oAerriu sided oaroe100,aery MANUEL MARiINFI,P.E. Wlel aavaeAea ploln sM1d he used for Me NOlahe cold.As o fmu Dnige Ggioen(.e,SpeuaNy Fngicenl,l6e ual w aey ND reFesrnfs w mmplonm oriM1e pmlessionol eegmee,irgrzsD�saihly Im R�dnyv ante im91e iron depicted cn IhelDDanty,Dodo 7PFI.The design ouumpgom,laoCmgem&6ms, ' scAohility aid use of@isTussfoi any InUingisftsegaasibirdyof16e0pea61heD.ner'sooiho,itadegentorA.644i'i Wvts,inbaeo rl0theIKtheREIf.landW6,9 adeWIN,Th.opp,oealaftheTDD end say field use ofOeTruss,iraNdn9hoedrq,sIorc%imtaDIM adInsdo shaOM1eshe #041182 rzspmsihdity otiha building Designer ood[oenedor.AN out,setom imhe TEND end she puseus nod gcideloesofthe BuiYieg[ompaned Salary lddnmfiessR[SQpobhshed by lPi one SB[Aere uh,eamd In,generelghdenre.I&I definesihe tespoas0ilitAtand dudes of,be Tmss 0II-Tam Designhglneerand 10019(horltoo(ir. Irons YocofoMre,,eons olMndse deked by o(antrona9,eed epoo is nlnnghy o0 pmdes iawhed.Th,%.Design looser is NOT the 161630,09.,as Less SyslenEngia-firaey W&ng pnGpisoOred lens me os de0ced B iPhl. (opynghtO9015 A•I laoSlrusses-Neauel YnAiner,Pl.Peprodudioe alshis de"aoeet,Se oey la,m,is prohibited rith nitlea pnnissioa from kl Raof Tmssas-Yonuel Nart:ner,P.E. Orlando,R 32832 Job Truss Truss Type QtY Piy Std Pac/6812 EL A 61634 FLA02 Floor 2___] 1 A0528990 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.600 s Oct 3 2014 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 17 15:26:26 2015 Page 1 ID:FJM7bXpxJB%bW8ogQlllUfzJdIJ-QOGf8yfupJW r23z2twzF1r7 tlmX6_LosgOxJz5LsR 1-7-8 2-0-0 2-1-0 2-7-15 r 1 3x3 I I 3x3= 3x3 11 1 2 3 34— 4 3x6= 5 131 10 3x6= 9 8 6 1.5x4 11 1.5x4 11 3x6= 3x6= 2-0 0 3�0 4 0 0 6-4-0 9-4-7 2 0 0 t(Ho 1-0-0. 2-4-0 3-0-7 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft •Ud PLATES GRIP TOLL 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(fL) 0.00 7 n/a n/a BCDL 5.0 Code FBC2010/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) WEBS 2x4 SP No.3(flat) BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, 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.(lb) 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 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 V)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•PlemeNmougRpfeneslBe'41g00iSBDSSFS(1�rFB�,6(1118{IIEBN1fCOM01110A5(fRSOM(gl'BU([B'11(glDWlfDdFN871'IoimYuAydesipupommelerevndrminohsretldflnssDetfpnOra�ep(NDfcndlletivnuelAfm(uet,P.l.IAerenaSheelEelorevu.WleseederriuseatedoorEeTOD,anIP MANUELMARTINEZ,P.E. QThirR mae0n plolnshol he uudfvr the lDOtope rvrW.AsvTmss gnigv6g'men(s,SpeuvNy Fngiven6ibrseal onag lDD rcpreseNs vv mrcplmmevSlhe pmin+healeagioenvgraF.'Utylm@s desiga sift s"mphims droddce the TDDvn1,Wes T61.The design as—pf-,1.69ew6Ams, Iwitahiptyasduseo0kshusslosomBoDdhghl6emspemitiCdyoflhcOmebMeO.ner'ssulhpimdagenlmlhsBoDdmgOnpnes,ivthe<onhvldtheoGthell4llelualAeddmg�odesedlPld.Th.approrvlsripe(DDandmy field wevrl6eiross,imW;gha4q,slump,imdd.and bndgshoBhethe #04T182 reryoaibdilp of the GehiagDedgnercnd CovlrrMs.Al OW set is she TOD eed As pmdas and gelMond8eB.AdiqCempaneet Salery WeemsinoRGI)puElisbed byTPl and SBCA ass velum.ftr genenlgsideete.SPFI daSnes the respoer3ilitlu and duties ohhe hots Wdgvrt,huss Design Engineer nod IOOI9 CIIDfITDD.CIr. irons pevdsrromr,anleu elMrdse defined hya(ovhartogeed epaniv.ridnghy vllpmdn h"o1rzd.The hms De9gs Foghrer isNDl lM BulCingaeAgnei ar hox Syucn Erginrer for any W1dlsg l0(vpisvPued lemsare as ddved to lPl•I. (vpyright®7015 A I Ranilmsses-6loauelMmtieer,PE Rep edwfiav d this dnrumnl,is my from,is pmhibiled sunb.ig.pesmissi.finm A-1 RoarTmsres•Memel0a&-,P1 Orlando,FL 32832 Job Truss Truss Type city Ply Std Pac/6812 EL A A0528991 61634 FLA03 Floor 2 1 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.600 s Oct 3 2014 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 1715:26:27 2015 Page 1 ID:FJM?bXpxJBWbWBogQlllUfzJdIJ-uagl Mlg WacerTCeAca2CoEOINgHcc4.pGSKUFWayUlz5LsQ 1-7-8 2-0-0 2-1-0 3x3— 13x3 11 2 3 3x3= 4 4x6= 53x3 11 5 el 0 v m I� 0 11 3x6= 10 9 3x4 7 6 1.5x4 11 = 5x6= 5x6= 240-0 3-0 0 4-0-0 6 4-0 7-11-14 2-0-0 1 0 0 1-0-0 240 1-7-14 Plate Offsets(X Y)— [7:0-3-0,Edgel [8:0-3-0,Edgel,[9:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 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 FBC20101TPI2007 (Matrix) Weight:50 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 SP M 30(flat) 6)Recommend 2x6 strongbacks,on edge,spaced at BOT CHORD 2x4 SP M 30(flat)'Except' 10-0-0 oc and fastened to each truss with 3-10d B2:2x4 SP No.2(flat) (0,131"X 3")nails. Strongbacks to be attached to WEBS 2x4 SP No.3(flat) walls at their outer ends or restrained by other means. BRACING- 7)CAUTION,Do not erect truss backwards. TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied or 6-0-0 oc bracing, 1)Dead+Floor Live(balanced):Lumber Except: Increase=o ads,Plate Increase=1.00 10-0-0 oc bracing:6-7. . Uniform Loads(plf) REACTIONS. (lb/size) Vert:6-11=10,1-5=-110 Concentrated Loads(lb) 11 195/Mechanical 8 1307/0-6-0 (min.0-1-8) Vert:6=600 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=-317/256,3-4=0/990 BOTCHORD 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 including heels"Member end fixity model was used in the analysis and design of this truss. Wmmiag"PlemeMmoupAFyreviee the'11 BDDTIIOSS(S('SRS(IyDBNIGITEBMSaCOBDfIIDNSCDSSDNFBt'BU((B�A(1InDP1([DGFMENt'Imm.YerEy desipa porometen ood mad oohsmshislmss Desigagra.iep(IDDlrad iEe YanurlUameey Pt.BehreomIDeet Eef>,eeu.Wleu oderise sealed ontle TOD,mF( MANUEL MARTINET,P.E. AAOIeN umerhr plotm shut ha aced for the ND to 6esobd.Aso Trms Oaign Gginett(ie,SpedoNy[ngmeai,16e seolonaq IDD represarhoo mrgtonm of fAe prohssioml eegimei ympms3ilily br IEe desige dlk smgb Trms depirkd en the NDeoty,order TPFt.The design msumpuom,laodmg rmdEmL A! oblifi,ymdumoltlisTmssfo,myleild ghtherespantilardyofthe Deem,$sOenersoothorimdageetmMaB m1d'gWgna,I.the 00elth,W,the IBLlbetoatbeidmg,odeedTPld.lbeoppsoroleftheTDDendmry®eldoseollbeTmss,iododi,gF.wdgng,sbmga,insmDoAmondh,uriag,shop6ethe #047182 respmsibdmy of the Banding Detigner ood(mhedm.AI mks sef out ia,Ne IDOcnd thr prorhms ood giddefnrs olfba Boildinp ComponeelSaleN hdormotioo(8(SIJ pobDshed hy1Pl and SBGme roferenndlo,pmerel gnlduam.IPFI defues Me respoeshlGNm and dodos oi,he hors Wdgver,Tmu DesigrtEegieeer and Tmss Yocohcnner,anleum.Mo defied by o(enhmt.gored epm in erDu•.gby ollpmtles hmohed.Th,I—N0gn Igioea isN011he Bmlding Detigoe,arhun Sy4an Engineer for aoy bsil/tg{DCopils0sed Immmear dehoed E iP61. 10019 Qlorlfo0(if. Cepyn91,4 7015A-IImlTmsus-NonuelYoAieer,PF.Beprodu,tiandthisdaomeet,feanyloan,isprohi�ited.ilbnittwpesmissionhumbllopfimsus-ATonuelNerrinar,P.F. Orlando,FL31831 f ' Job Truss Truss Type �_dti Ply St Pac/6812 EL A- 61634 FLA04 Floor 2 1 A0528992 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.600 s Oct 3 2014 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:27 2015 Page 1 ID:FJM?bXpxJBMWBogQIIIUfzJdIJ-uagl MlgWacerTCeAca2CoEOLIHXEGYuUFWayUlz5LsQ 1-7-8 240-0 1-2.8 0-9-0 3x3= 134 11 2 3 3x3= 43x3 II Ni Ni C7 Id 9 5x6= 3x6 11 7 3x6 11 6 240-0 3-0-0 IN 0 6-4-0 2-0-0 1 0 0 1-0 0 24-0 Plate Offsets(X,Y)— [6:0-3-0,Edge],[7:0-3-0,0-0-0],(9:0-3-0,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) -0.08 6-7 >915 480 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.86 Vert(TL) -0.14 6-7 >525 360 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(rL) 0.00 5 n/a n/a - BCDL 5.0 Code FBC2010lrP12007 (Matrix) Weight:41 lb FT=0%F,O%E LUMBER- TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) Standard BRACING- Uniform Loads(plf) TOP CHORD Vert:6-9=10,1-4=-110 Structural wood sheathing directly applied or 6-0-0 oc Concentrated Loads(lb) purlins, except end verticals. Vert:6=600 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9 = 450/Mechanical 5 = 79010-M (min.0-1-8) Max Grav 9- = 450(LC 1) 5 = 790(LC 1) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-697/0 BOTCHORD 8=9=0/697,7-8=0/697,6-7=0/697 WEBS 3-7=0/410,2-9=-825/0,3-6=902/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)Refer to girder(s)for truss to truss connections. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131" X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00, Plate Increase=1.00 Bmniop-Weasetbmoogbty rerierMe'Ll AODF nJSSES('SnlEl],6nlflll IEGIS I(OYOIiIDXS(DSIONEII'ILna1A(pIOgIE06EY(nl'Imm Verily dedgoparomnenmd reol nmrf m IAis Irestledpo DroriegllDD)md lAeNmoelldoMeey!}•Feterenm Sheel helore uu.Onkss otkrriu uAed entAe TDD,oolr QYild ronrtstnplaen Mal Ee med lorOm lDDhOe ao'id.kalmu Desige Ggmem(.e,Spesiohyhgieeal,Me seolmory lDD represeds oo acseptmreorlbep,olessienelwproemugmpomltiGly lm Mc designelMe imgk bms depidalmlhe lDD enty,undo ipl•I.TAe dedp,oumopsioes,loermgamddiwy MANUEL MABFINEI,P.E. ' soBobililyood useol151,Tromto,my budding is dm rnpamWiryoFM0Ones,the Deeets rv1wrhedagenlml6e8m1dinOnigne6 io lire raises 4[be 114 the[h4the lad hastj We oedTF14 The opprotol eptheTDDend any field use of IN Truss,imbdinl hmdri;Sstomp,ireloDeHm cost bndofs,stroll be the #04I1 B1 resFisablity.0t..lMldtng Usigommd(amadm:Al mPossetour io the TOPmd she pmrdmsnodgelddmsofthe loildiog[ampomaVery leforemtins@611published by IN and SOCA me Wasaod for geeemlpideaeWddon Ihms"W'Ififin cod duties of the lmss Dedgam,T—Onign bond 10019(hothDn(ir. LnuYaaolacmroy entan olhnedte defied bya(anboeogreedapm ie ninol by ollpmdes levolned lbebmtDedgeEagmeer kNOT the U&S0esfgnm or buss Symrue Fro-b,my bcildng.lOCeplchred tmmtme os defieedhiPbl. Copyright©V011 A-I Imrlrastes-YonoelYoAioee,P}.IeprodmYm dMls daommel,Fo any Iwm,Fs pohi6ited ailO W itten pmodssim Gem A-1}mf irusses•Nonnel6lorlinea,P.F. Orlando,FL 32832 Job Truss Truss Type QtY PlY Std Pac/6812 EL A A0528993 61634 HC4 RAFTER 44 1 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.600 s Oct 3 2014 Print:7.620 s Apr 30 2015 MFrek Industries,Inc. Wed Jun 17 15:26:27 2015 Page 1 ID:YwMtazYTmRGkHb8J_pTy?Kyn003-uag1 MlgWacerTCeAca2CoEOMJHkhGbCUFWayUlz5LsQ 2-9-5 — 2-9 2.83 F12 2 d T1 ,l �sl 2-9-5 —� 2-9-5 LOADING(psi) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 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 FBC2010ITP12007 (Matrix-M) Weight:4 lb FT=O% 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 quide. 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;Vuit=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. Binning%eoseMmovphly rene.Me'A 1ta0iTV03f[5('galfl'J,GIXENAL RINSt(OtlO1fI0NS(gSIgY![('BUT[t'(A(1070N7IDWNFMr loin VerNydesigopemmefe,adread Dens oo lhi+iro+t0a+iyn D-jeg(DID)end the Kneel Yarfieet,Pl lefereere Meet helore uu.Unbnederrise umdpn[Eel00,eer/ µANUEI MARiINEI,P.E. X emmeerpn+ormev+ eev . orpvge .,pyg gpppggprygpy, . gp , g ,AoYllyooduwefl%1—fernnyhuddbgisk,Vn+ib'Ny01h.0.em,the0.neisovtharindogodwtheWdir�Wpw,Tothemmm,,!1he116The1lUielad'eu3dmysodeadiP41,1heepproevLttGelDDondonyfieku+eollheTm+s;ia+hdivyhondNiry,sromye,in+lopatimodbrming,+haDhethe #041182 poevTdmj of tNa laDdiag 0.+ugoer pnd[ontradoi.AD nohssetoatbthe NDed the prafi<n aedgoldetlnesolMe Boilding[ompvnem Saleylnfornpfiae(0[Sgpu5lished by od Mgmerelemnmdfergenerel gaidenm.IP4l definesthuespoo+#iytks and dadet o0he Los+Oedgam,Luss Design hgineer ead 1OO19(horltoa(ir. iron Yncvivsmrer,Delos aOm.I+e degved 6y o[enhmt.gied span ie.rXleghy oil corder iexobd.The LassMslgn lagi—is N01 the Wing 069.,ar Loss Symemhnginem for Dry Nmldng.AO[opuaTvd Inmsms os defied le IPId. (epyrighisDV015 A.1 hoof lines•W.uelYmiiem,P.E.leptedudiaa d Misdvnroeet,in aay loan,is polihiid.iM W itten perod++ion(rem A•1 DaolTmsses•d[vnuel Ymtinm,P.E. Orlando,FL 321132 Job Truss Truss Type QtY Ply Std PaC/6812 EL A 61634 HA Diagonal Hip Girder 2 1 A0528994 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 17 15:26:28 2015 Page 1 I D:FJ M?bXpxJ B Wb WBogQillUfzJd IJ-MnO PZdh8Lwm i4LD MAHZRLSx Wbhxl?2SeUAJ VOBz5LsP -1-10-10 1-11-5 -3-6-6 1-10-10 1-11-5 1-7-1 r 2.83 12 a 3x4 3 0 2 T1 d 1.5x4 II 1 B1 15143�—B 16 5 6 6 13 3x4 F B2 6 7 2x4 11 1-11-5 3-6-6 1-11-5 1-71-7 1 Plate Offsets(X,Y)— [6:0-2-0,0-0-8) LOADING(pst) 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) -0.03 7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.62 Vert(fL) -0.04 7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(fL) 0.00 5 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight:19 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 3)Plates checked for a plus or minus 0 degree BOT CHORD 2x4 SP No.2`Except` rotation about its center. B3:2x4 SP No.3 4)Gable studs spaced at 2-0-0 oc. OTHERS 2x4 SP No.3 5)This truss has been designed for a 10.0 psf bottom, BRACING- chord live load nonconcurrent with any other live TOP CHORD loads. Structural wood sheathing directly applied or 3-6-6 oc 6)'This truss has been designed for a live load of pudins. 20.Opsf on the bottom chord in all areas where a BOT CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the Rigid ceiling directly applied or 10-0-0 oc bracing. bottom chord and any other-members. MiTek recommends that Stabilizers and required 7)Refer to girder(s)for truss to truss connections. cross bracing be installed during truss erection,in 8)Provide mechanical connection(by others)of truss accordance with Stabilizer Installation quide. to bearing plate capable of withstanding 42 lb uplift at (lb/size) joint 4,215 lb uplift at joint 2 and 2 lb uplift at joint 5. REACTIONS. ( ) 9)This truss has been designed for a moving 4 = 67/Mechanical concentrated load of 200.Olb live located at all mid 2 = 226/0-10-15 (min.0-1-8) panels and at all panel points along the Bottom Chord, 5 = 18/Mechanical nonconcurrent with any other live loads. Max Horz 10)"Semi-rigid pitchbreaks with fixed heels"Member 2 = 91(LC 24) end fixity model was used in the analysis and design Max Uplift of this truss. 4 = -42(LC 6) 11)Hanger(s)or other connection device(s)shall be 2 = -215(LC 4) provided sufficient to support concentrated load(s)85 5 = -2(LC 6) lb down and 96 lb up at 1-4-9 on top chord,and 79 lb Max Grav down and 53 lb up at 14-9,and 79 lb down and 53 lb 4 = 160T(LC 14) up at 1-4-9 on bottom chord. The design/selection of 2 = 508(LC 17) such connection device(s)is the responsibility of 5 = 237(LC 20) others. 12)In the LOAD CASE(S)section,loads applied to the FORCES. (lb) face of the truss are noted as front(F)or back(B). Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD LOAD CASE(S) 2-3=-538/143 Standard BOT CHORD 1)Dead+Roof Live(balanced):Lumber Increase=1.25 2-13=136/541,2-14=4/472,8-14=4/472 ,Plate Increase=1.25 Uniform Loads(plf) NOTES- Vert:1-4=70,8-10=-20,6-7=20,5-6=20 1)Wind:ASCE 7-10;Vult=170mph(3-second gust) Concentrated Loads(lb) Vasd=132mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf; Vert:11=96(B)12=59(F=30,B=30) 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 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 lrmming•%eaetAaroapby twin lM1e'41 ROOT TrJS9SrS1L111 GFNIB/I TFtldi6(DYBIn➢NS(BSIDYIB('gllY[B'(A[BN➢WIIDBFY(NI'Iolm yertly desipnporametenaod read nowooflds lms➢nipo Drarieg(IDD)md Oe YmiaelYameeyPt.rderenn SAeet Eehre ose.Mless oller+iu smtedonlhe TDD,only MANUEL MARTINEZ,P.E. �fOlr4 samederplelnsAor be used for the lDD la be mfid.Asoirou Design[og'men(e.,Bpesiolry Fogmen(,the s<olonogTDDrep—ho0—pl ofthe pmfesumoleopme�irysespons3'filyfos IEe daigaofllesmgle Gas dtoddonthe TODwhyendnIPI.I.The designosswnpiioes,loo6ngrosaiNms, nilo6iliy and aeof@isTmss for enr Bugdlnlislhe respansidruyofthe Olrna,lha O�Mr's oul6viradegenl or Me Bearing Dnigney io the mntexl of the nGthe llC.the ladbuddmgmda oed lPN.The opporolel140 and any field we of k Tmn,induhl hcedBeg,stomge,Wdegonoed bminshdbelhe #047182 rapoesibdiy ofthe BeadingDesira,edCoetredvr.AB notes seeoul io lM1e TOOendlhepmrAies and geiddaes al the BeddingU.p.-tSeley leo—fin bylPI and SKA one rel nod for general yideomWdefeat Me rasp-19'#lls and detiefollbeGnssWdgner,TrufsDeilgn Engineer and 10019 Charlton(IT. Imu Yomhduror,aden olMrdse defined lya(onhmtoneed epeoie eriYybydlpmNes baeWd.TheTrou Deuge Fmpnm isNffihe Building Oeslgnel or hundysten Fngmeer for ney beildng AB 6010nedtomeobas defined h IPId. (oppdght®1015 A.I twf Losses-MonaelMoAioee,Pl.BeprodwNw od thG demerd,is mry loan,is proM1ibiled nriMr,ittm pernissiea h..A.l lobtrmsses-Yanoel Ymriney P.f. Orlando,FL 32832 • e , Job Truss Truss Type Qty Ply St d Pac/6812 EL A A0528995 61634 HJ7 Diagonal Hip Girder 2 1 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 17 15:26:28 2015 Page 1 ID:FJM?bXpxJB WbMogQlll UfzJd IJ-MnOPZd h 8Lwmi4LDMAHZRLSxXu hyo?ojeUAJ VOBz5LsP -1-10-10 1 6 6 11 6-3-6 9-10-1 1-10 10 1 6 6 4 4 0 3-6-11 5 2.83 12 De d Load Defl.=5/16 in 3x4= 1 4 15 a� 1.5x4II T1 3 w ays 1.5x4 II 2 1 d 1 s a ss 17 10 1 1 6 B2 3x4= 9 83x4= 3x4= 1-11 5 6-3-6 9-5-1 10 1 r 1-11 5 4A-0 3-1-11 -0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.16 7-8 >708 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.45 7-8 >257 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.18 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:51 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 NOTES- BOT CHORD 2x4 SP M 30 1)Wind:ASCE 7-10;Vult=170mph(3-second gust) Standard WEBS 2x4 SP No.3 Vasd=132mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf, OTHERS 2x4 SP No.3 Vert:14=59(F=30,B=30)15=51(F=26,B=26) h=25ft;Cat II;Exp C;Encl.,GCpi=0.18;MWFRS BRACING- (envelope);cantilever left and right exposed;Lumber 16=56(F=-28,B=-28)18=3(F=1,B=1)19=36(F=-18 TOP CHORD DOL=1.25 plate grip DOL=1.25 8 -18) Structural wood sheathing directly applied or 5-9-9 oc 2)This truss is not designed to support a ceiling and is purlins. not intended for use where aesthetics are a BOT CHORD consideration. Rigid ceiling directly applied or 10-0-0 oc bracing. 3)Plates checked for a plus or minus 0 degree Except: rotation about its center. 10-0-0 oc,bracing:8-10 4)This truss has been designed for a 10.0 psf bottom MTek recommends that Stabilizers and required chord live load nonconcurrent with any other live cross bracing be installed during truss erection,in loads. accordance with Stabilizer Installation guide. 5).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a REACTIONS. (lb/size) rectangle 3-6-0 tall by 2-0-0 wide will fit between the 5 = 99/Mechanical bottom chord and any other members. 2 = 555/0-11-5 (min.0-1-8) 6)Refer to girder(s)for truss to truss connections. 7 = 361/Mechanical 7)Provide mechanical connection(by others)of truss Max Horz to bearing plate capable of withstanding 82-lb uplift at 2 = 184(LC 4) joint 5,369 lb uplift at joint 2 and 150 lb uplift at joint 7. Max Uplift 8)"Semi-rigid pitchbreaks with fixed heels"Member 5 = -82(LC 4) end fixity model was used in the analysis and design 2 = -369(LC 4) of this truss. 7 = -150(LC 6) 9)Hanger(s)or other connection device(s)shall be Max Grav provided sufficient to support concentrated load(s)18 5 = 99(LC 1) lb down and 26 lb up at 4-2-8,18 Ito down and 26 lb 2 = 555(LC 1) up at 4-2-8,and 28 lb down and 60 lb up at 7-0-7, 7 = 361(LC 1) and 28 lb down and 60 lb up at 7-0-7 on top chord, and 10 lb down and 53 lb up at 1-4-9,10 lb down and FORCES.(lb) 53 lb up at 14-9,14lb up at 4-2-8,14 lb up at 4-2-8, Max.Comp./Max.Ten.-All forces 250(lb)or less except and 20 lb down and 2 lb up at 7-0-7,and 20 lb down when shown. and 2 lb up at 7-0-7 on bottom chord: The TOP CHORD design/selection of such connection device(s)is the 2-3=-1008/439,3-15=-398/126, responsibility of others. 4-15=-374/131 10)In the LOAD CASE(S)section,loads applied to the BOT CHORD face of the truss are noted as front(F)or back(B). 2-10=547/961,8-18=-284/381, 18-19=-284/381,7-19=-284/381 WEBS LOAD CASE(S) 4-7=-462/344 Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads(plf) Vert:1-5=70,10-12=-20,8-9=-20,6-8=20 Concentrated Loads(lb) blaming%eaeMmoophtyserintAe'41ROOF TIMISrSRIEI'y61NIR111056(OIDI110RSCDS10MIrI'BURY'IA(pIDWt[04EetX1'fmm.VertlydeilpnparomHmsoodeeodrmtnonttrisilouDnirnDrarug1100)mdtAeNonoelYalloet,l1.IelereamSheetbehreose.Unknot6errisestatedoomelW,anN MANUELMARTINEZ,P.F. N146-ad.,pld-hd be med is th TOOlobe n5d.AsahoogaiRn[ogmea(.e.,SpedallrUgkenl,Me nol oo aeylDD rcprewds as ongnnm ottAe prdessianolnp'u,eeiayrnpoasailiq lma des'ryc el Me smpk irmsdspisld co the IDD enty,uodn TP6l.IDededgo ossumpton,loorwgrm&Nms, Q' wilAiNlyadunollbisLunto,onyluld'.gis the mpaesiblirydtha arneb IF.Omerteuthmind opealor mlb—falrt lPoe 11C the11C.the lad bodd.p�odeWTH-1.Theapp-100elDD and oay field oseallb,T,-,ladodnR F.afis sbmge,i.roDatron-d blos.pW be IT, #041182 , ,nspoesibft W the hung Dedgner endfonhanor.AD now sdout in lh,TDDend the pnd.,ad gddeloesolthe loildlgU.poncm%lery loformationlFlSq published by ITT mi SlCAore nlerewilt.,general gaidonn.TP6l defines me asp-1:14tim and dunao11la1mss Deugeaj..DWI.ngine—d 10019(horlton Or. InnR f,.0—,cokss.berdse defned by.taohwgmdepoo ie 1Nagbyollpada Indud.The Lou Wslgn daft h NOT the landing Detlgna arhas Syste.Eng-luny beild"ng.IN Upildind lens..as defned lo TH1. 1apyri9hQ TDIS Ad laud......A—d Ymtim,F1.Reprodafioo d this dasumeef,in 0°r la.,h pwhibiled aitb.M.pndoioa fin.A-1 Roof Tmssas•M-1 aw;-,P.E. Orlando,FL 32832 e Job Truss Truss Type ]QtY JP�IYStd Pac/6812 EL A61634 HJ7G Diagonal Hip Girder 4 A0528996 Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:29 2015 Page 1 ID:FJ M?bXpxJB WbWBogQ Ill UfzJd IJ-gzynnzhn6EuZi VnYk?4gttTid5KtkQTnig32Yez5LsO 1-10 l0 5-8-12 9-10-1 1-10-10 5-8-12 4-1-5 4 2.83 12 3x4"% 13 3 12 T1 W1 2 1.5x4 II B1 Ll ri 14 7 15 6 6 S 3x4= 1.5x4 II 5 3x4= 5-3-15 9-10-1 5-3-15 4-6-1 Plate Offsets(X,Y)— (6:0-1-6,0-1-8) 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 0.36 Vert(LL) 0.04 7-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(fL) -0.06 7-11 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:43 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 2)This truss is not designed to support a ceiling and is BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 not intended for use where aesthetics are a OTHERS 2x4 SP No.3 consideration. BRACING- 3)Plates checked for a plus or minus 0 degree TOP CHORD rotation about its center. Structural wood sheathing directly applied or 6-0-0 oc 4)This truss has been designed for a 10.0 psf bottom puriins. chord live load nonconcurrent with any other live BOT CHORD loads. Rigid ceiling directly applied or 8-6-10 oc bracing. 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a MiTek recommends that Stabilizers and required rectangle 3-6-0 tall by 2L O-0 wide will fit between the cross bracing be installed during truss erection,in bottom chord and any other members. accordance with Stabilizer Installation guide. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical-connection(by others)of truss REACTIONS. (lb/size) to bearing plate capable of withstanding 104 lb uplift at 4 = 131/Mechanical joint 4,394 lb uplift at joint 2 and 141 lb uplift at joint 6. 2 = 540/0-10-16 (min.0-1-8) 8)"Semi-rigid pitchbreaks with fixed heels"Member 6 = 338/Mechanical end fixity model was used in the analysis and-design Max Horz of this truss. 2 = 184(LC 4) 9)Hanger(s)or other connection device(s)shall be Max Uplift provided sufficient to support'concentrated load(s)18 4 = 104(LC 4) lb down and 28 lb up at 4-2-8,18 No down and 28 lb 2 = -394(LC 4) up at 4-2-8,and 32 lb down and 63-lb up at 7-0-7, 6 = -141(LC 6) and 29 lb down and 61 lb up at 7-0-7 on top chord, Max Grav and 10 lb down and 53 lb up at 14-9,10 lb down and 4 = 131(LC 1) 53 lb up at 1-4-9,3 lb down and 14 lb up at 4-2-8,3 2 = 540(LC 1) lb down and 14 lb up at 4-2-8,and 23 lb down and 4 6 338(LC 1) lb up at 7-0-7,and 20 lb down and 3 lb up at 7-0-7 on bottom chord. The design/selection of such FORCES. (lb) connection device(s)is the responsibility of others. Max.Comp./Max.Ten.-All forces 250(lb)-or less except 10)In the LOAD CASE(S)section,loads applied to the when shown. face of the truss are noted as front(F)or back(B). TOP CHORD 2-12=886/379,3-12=-833/390 BOT CHORD LOAD CASE(S) 2-14=-466/834,7-14=-466/834, Standard 7-15=-466/834,6-15=4661834 1)Dead+Roof Live(balanced):Lumber'lncrease=1.25 WEBS ,Plate Increase=1.25 3-6=-883/494 Uniform Loads(plo Vert:14=-70,5-9=20 NOTES- Concentrated Loads(Ib) 1)Wind:ASCE 7-10;Vult=l7omph(3-second gust) Vert:11=59(F=30,B=30)12=56(F=28,B=28) Vasd=132mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf, 13=61(F=-32,B=-29)14=-5(F=-3,13=3) h=25ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS 15=-43(F=-23,B=-20) (envelope);cantilever left and right exposed;Lumber DOL=1.25 plate grip DOL=1.25 naming-Plumstbmoa.0ly:ex0h,,A-1 ROOF Trarst'SRIotlaNIRAC Trims&(aRUIPUNswo#ER(,8tMRJAMO tEg6Eu[gl•linVerilydesignpasomNenaadreadnohsanrisLmsgeugoDrarinpllWlmd@eManueiYnmee:,@.t.@dtteo<eAeelbeforeau.lM@sseAeniuvmedpnt6e166,mty MANUELMAATINEZ,P.E. QK!'k aanndos plofnsha b ased for the IOO to 6e eo6d.As Lon Design[6ginen(.e,gpednNy FngneNl:the sM onay 0«Cteseofso.....plume Nllxprolnsimoleegu"eiicgsespws3ility tortEe daigc oitEesingle Lmsdepi,kd ant6e IDO aah/,under TPI I.the design eaumpsom,laadingsoaMae', ' soihb;litywoseollhis@rvnlmmgruRdin➢Isl6erespaoir4pyoll@eO,rnsr.d,eDvaer'seolbortradagent..rNe@mldirgDesigner,ml6eeooLefdehelt4tlre1RGf6elad6uRdingcodeaadlPHl,TheapproraldihelOOondvnyfiddareoflAeTrun;indeEnghwd(i�,dmcge,iottallaNanand6iaings6Nl6ethe #U41182 rnpafi66ily offha Ratio"mg Oetigne edCochedoi.Al notes seteefialb:NOead the pc 1.sand g<',be,otikRnitding(omponemgdlNylnlmmNiw,(B(gQpo6lished6yiPi a eW ose:efeievmdhr geaerelgiidrace.IP4l defines lhe,egaosbilifim and defies ols6a@mu Wslgaee,Lon Design Fagi6eerdnd •-IU�I S.(AOfUOq irme Ysaahnurer,anlnsaeMMn da dRya(oaaadoneedoponinei 04dipmtms Nvdrd.@e Lunoeslga Engineer isNOltM Bulling Oesigee,mLossdyuenfajimsr for oey6aildvg.AaCaptdued temsms as de6aed 6?P61, (opyrigM©101g Ad@mfLassps•MoaueiMMioee,PL@ep,odmaou aitM1adocumem,is my(orm,ispro6i6ited ariM Witten permission6em Ad AooiTmsses-Banuel Almtiwr,P.E. Orlando,F132832 Job Truss Truss Type QtY PIY Std Pac/6812 EL A A0528997 61634 J7 Jack-Open 22 1 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 17 15:26:29 2015 Page 1 ID:FJ M?bXpxJ B Wb WBogQII l UfzJdIJ-gzynnzh n 6EuZi VnYk?4gtfTdo5F4kUAn ig32Yez5LsO 1 4 0 0 11-0 3-0-0 7-0-0 1 4 0 0- 1-6 2-1-0 4-0-0 4 4.00 12 Dead Load Defl.=V8 in 1.5x4 II 3 1 C; N /p in 1.5x4 II 2 e 1 131 r 9 16 17 B 18 5 15Li62 2x4= 10 7 6 1.5x4 II 1.5x4 II 0-1 1-0 0"0 3- 7-M 0�} 2-1-0 4-0-0 ' LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.17 5-6 >497 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.22 5-6 >382 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(rL) -0.05 5 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix-S) Weight:32 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 NOTES- BOT CHORD 2x4 SP No.2*Except* 1)Wind:ASCE 7-10;Vult=170mph(3-second gust) B3:2x4 SP No.3 Vasd=132mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf; WEBS 2x4 SP No.3 h=25ft;Cat II;Exp C;Encl.,GCpi=0.18;MWFRS OTHERS 2x4 SP No.3 (envelope)and C-C Exterior(2)zone;cantilever left BRACING- and right exposed;C-C for members and forces& TOP CHORD MWFRS for reactions shown;Lumber DOL=1.25 plate Structural wood sheathing directly applied. grip DOL=1.25 BOT CHORD 2)Plates checked for a plus or minus 0 degree Rigid ceiling directly applied. Except: rotation about its center. 10-0-0 oc bracing:9-14 3)This truss has been designed for a 10.0 psf bottom MiTek recommends that-Stabilizers and required chord live load nonconcurrent with any other live cross bracing be installed during truss erection,in loads. accordance with Stabilizer Installation guide. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in ail areas where a REACTIONS. (lb/size) rectangle 3-6-0 tall by 2-0-0 wide will fit between the 4 = 167/Mechanical bottom chord and any other members. 2 = 476/0-8-0 (min.0-1-8) 5)Refer to girder(s)for truss to truss connections. 5 = 82/Mechanical 6)Provide mechanical connection(by others)of truss Max Horn to bearing plate capable of withstanding 125 lb uplift at 2 = 184(LC 6) joint 4,263 lb uplift at joint 2 and 11 lb uplift at joint 5. Max Uplift 7)This truss has been designed for a moving 4 = -125(LC 8) concentrated load of 200.0Ib live located at all mid 2 = -263(LC 6) panels and at all panel points along the Bottom Chord, 5 = -11(LC 8) nonconcurrent with any other live loads. Max Grav 8)This truss design requires that a minimum of 7/16' 4 = 167(LC 1) structural wood sheathing be applied directly to the top 2 = 476(LC 1) chord and%'gypsum sheetrock be applied directly to 5 = 260(LC 22) the bottom chord. FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except LOAD CASE(S) when shown. Standard TOP CHORD 2-3=-1193/1305 BOT CHORD 2-15=-1656/1359 WEBS 3-8=-81/258 Wmoieg•%eofelbmougAhy renew Me"A1¢DDrIP:RSa I'Sn[E¢'f,6[N[PAI I[¢Y1¢(O¢0100N5(OSIOYE¢('BN[PlA(010'YI[DDFYIM'Imm PerNy dedgn pmemde'—dread We,ooOrit item 0edgnOtew1.g(IOD)wd the Yoo.el Math-,H.Warm Sheet be(me am.thane odenise haled vote,TOO,oe1y MANUEL MARTINET,P.E. IBI samed.,pl.lteshe¢beoted[a,the TOO Iobee.5d.A,.Tram Design[ngmem[r.e•Spedalry Enginenl,tbe,eol oamyIDOrepresents.....poo ofthepmfessienoleeymeeimgmp.Wly(a,thedesignofthe sivyle Tra,depiId,.the TOO only,W,,TPI.I.The desi�msumptieos,bo6opemdiNmb �tenability Mm.11hislr.ss(a,any Budding is the togoabifiityallhegwen,the Own,mbe,lredageot or theloildiat;Mignm,is the roiled of the TIC, ff,the locdMeting mde aidTPld.Th.gpsmd JtheTOO ad ayfield a,eof lheTram,frdedrp haodGng,*'W,W.11 aand btesiay shop be the #041182 rmpoedbdM oftAe Brliding Detigner and(ormmo,.Al nmensmommtla NO cadlM pmrfimand gddeloosafthe Bonding[omponem SoleryldotmoAao(l(SQpoblinAed by lPl rail SO(AmereLnemdbrgmmdgndcrce.IMI de mMe mspa NNO.,aaddo,sof the Loss Wdgaer,R.m Design E.gmem nail 10019 Charlton(Ir. itemYandesmre,,.dms.Ihmdm defieed byo[eaemt.guedapoo i.erTry by dlpmNes EraPrzd.Be Iran Dndgn 1.gm !,NOT the Bdidieg Dmignm or L.m Sysltaebneer for aybnildlop.All Uple ted leanme or deheed in TPb1. Copyright©2015 A-I Orlando,fl 32B32 Job muss Truss Type Qri �Ply 2 Std Pac/6812 EL A A0528998 61634 RA JACK-OPEN 2 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:30 2015 Page 1 I D:FJ M7bXpxJ B WbW8og Q I II UfzJd I J-19WA_J iPtXOQKfMIHibvQtOgpUfPTgBxxUoc54z5LsN -14-0 11-0 2$-0 7-0-0 140 ,11-0 1-9-0 440 1.5x4 II 4 4.00 F12 5 3 1 n 1.5x4 II 2 B d 1 81 d e e 16 8 17 18 15U Li B2 Ics 3x6= 10 7 6 5 1.5x4 11 2x4 11 5x6= 0 11-0, 2 8 0 7-0-0 011-0' 1-9-0 4-4-0 Plate Offsets(X,Y)- [2:0-4-14,Edge],f3:0-2-0,0-3-01,[5:0-3-0,0-3-01,[8:0-1-12,0-1-81 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.07 5-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.45 Vert(rL) -0.07 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.56 Horz(rL) -0.03 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight:88 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 NOTES- BOT CHORD 2x4 SP No.2*Except* 11)Hanger(s)or other connection device(s)shall be B3:2x4 SP No.3 1)2-ply truss to be connected together with 12d provided sufficient to support concentrated load(s)900 WEBS 2x4 SP No.3*Except* (0.131"x3.25")nails as follows: lb down and 1065 lb up at 0-2-12,and 900 lb down W1:2x8 SP No.2 Top chords connected as follows:2x4-1 row at 0-9-0 and 1065 lb up at 2-8-0 on top chord,and 900 lb OTHERS 2x4 SP No.3 oc clinched. down and 1065 lb up at 0-0-0,and 900 lb down and BRACING- Bottom chords connected as follows:2x4-1 row at 1065 lb up at 2-8-0 on bottom chord. The TOP CHORD 04-0 oc clinched. design/selection of such connection device(s)is the Structural wood sheathing directly applied. Webs connected as follows:2x8-2 rows staggered at responsibility of others. BOT CHORD 0-3-0 oc clinched,2x4-1 row at 0-9-0 oc clinched. Rigid ceiling directly applied. Except: 2)All loads are considered equally applied to all plies, 6-1-0 oc bracing:9-14 except if noted as front(F)or back(B)face in the LOAD CASE(S) LOAD CASE(S)section.Ply to ply connections have Standard REACTIONS. (lb/size) been provided to distribute only loads noted as(F)or 1)Dead+Roof Live(balanced):Lumber Increase=1.25 2 = 3351/0-8-0 (min.0-2-0) (B),unless otherwise indicated. Plate Increase--1.25 5 = 966/Mechanical 3)Wind:ASCE 7-10;Vult=170mph(3-second gust) Uniform Loads(plf) Max Holz Vasd=132mph;HVHZ;TCDL=5.Opst BCDL=5.Opsf; Vert:14=70,9-12=-20,7-1 O=20,5-7=-20 2 = 183(LC 6) h=25ft;Cat 11;Exp C;Encl.,GCpi=0.18;MWFRS Concentrated Loads(Ib) Max Uplift (envelope)and C-C Exterior(2)zone;cantilever left Vert:2=900(F)8=-900(F)3=-900(F)12=900(F) 2 = -1604(LC 6) and right exposed;C-C for members and forces& 5 = -475(LC 8) MWFRS for reactions shown;Lumber DOL=1.25 plate Max Grav grip DOL=1.25 2 = 3351(LC 1) 4)Plates checked for a plus or minus 0 degree 5 = 966(LC 1) rotation about its center. 5)This truss has been designed for a 10.0 psf bottom FORCES. (lb) chord live load nonconcurrent with any other live Max.Comp./Max.Ten.-All forces 250(lb)or less except loads. when shown. 6) This truss has been designed for a live load of TOP CHORD 20.Opsf on the bottom chord in all areas where a 2-3=-3649/4164 rectangle 3-6-0 tall by 2-0-0 wide will fit between the BOT CHORD bottom chord and any other members. 2-15=2243/1817,2-9=-4158/3426, 7)Refer to girder(s)for truss to truss connections. 9-16=-4158/3426,8-16=-4158/3426, 8)Provide mechanical connection(by others)of truss 6-18=2179/1796,5-18=2179/1796 to bearing plate capable of withstanding 1604 lb uplift WEBS at joint 2 and 475 lb uplift at joint 5. 3-8=-841/838,4-5=-150/260, 9)This truss has been designed for a moving 3-5=-1946/2362 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'W gypsum sheetrock be applied directly to the bottom chord. weroing-lleosethmoeghty Ve'4 ditto paromelns aid-A notes as this lass DeugaD,aviep(MD)md the Noel Yordnez,FL rdernn Sbeel beWe au.Unless odt've Wed on theiDD,oaff MANUEI MARTINEZ,P.E. IOleh ionernn plolnsbal b used lu Ube IDD to be void.As oTm»0nige fogioen(u,Spedolty Eogeeal,the ud aeoq IDD repees<ohan atteptovneof Ube peoteaionoleegmenmgrzepoEs�Rly M the dnigo dtbe s®gY Dmsdepieted en the lOD edy,ondn Tfl-I.the d69.ss opi-,laafing,.M.,, ' saOahiRryonduwallbisLunloewyBoldmgistberegomihDilyolthegnn,IMOwonieulbosieedageotorl6elo0dcgOesigner,isMe,aehaldhtlRGihell(,thaladhurdngaodeoedlPhl.Theopprmaldlpe100andmyfiddaseofeberruss,indadngAonding,sfoeoge,inlolbgonaodbening,sho06eflrc #047182 Ai Ault l As Wlidmg Designee andCoetreeroi.Al notes set out is the 100 and the p ossBns and gnldeioes tithe laildnlComp-i Solely loloseabonP6Qpubrished by IM Doti SBU ere nLranoedkeg-1goidena.tP41 de5aetMetespoasBiliHu Doti dubet oltkLuseWslgxe,iruss Desiga Enginenand '10019(horltOq(H. Iron YwotoMrn,nlesso0nwlse defined hya(mhouogeed opoo is weBnghyollpo,Nes ieeohed.The Ems Design F lheen isN0l the ruildingBasigoei aeltun Syuen hngloen fat any kiNmg N Capitolhed terns ere os ddmed inTPld. - (opyrighlQ2015A-flaaflsesas•N000elNonli-,PF.lepeodotliond Otis da-M,innyloen,ispeahihited with niflmpeenissionfiemA4 Roof lmssn-Manuel ASnfier,P.L - Orlondo,F1 32832 Job Truss Truss Type Qty Ply Std Pac/6812 EL A A0528999 61634 J7C Jack-Open 10 1 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:30 2015 Page 1 ID:FJM?bXpxJBWbWBogQlllUfzJdIJ-19WA JiPtXOQKfMIHibvQtOjyUZKTy)=Uoc54z5LsN 7-M 7-0-0 3 Dead Load Defl.=1/8 in 4.00 12 rn a r T1 A N N 1.5x4 II 2 1 B1 ° 6• 10 A d 9 4 4x4= 2-8-0 7 0-0 2 8 0 44-0 Plate Offsets(X Y)— [2:0-2-10 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP, TOLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.14 4-8 >602 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.25 4-8 >327 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight:25 lb FT=O% LUMBER- TOP CHORD 2x4 SP No.2 4)'This truss has been designed for a live load of BOT CHORD 2x4 SP No.2• 20.Opsf on the bottom chord in all areas where a OTHERS 2x4 SP No.3 rectangle 3-6-0 tall by 2-0-0 wide will fit between the BRACING- bottom chord and any other members. TOP CHORD 5)Refer to girder(s)for truss to truss connections. Structural wood sheathing directly applied. 6)Provide mechanical connection(by others)of truss BOT CHORD to bearing plate capable of withstanding 149 lb uplift at Rigid ceiling directly applied. joint 3 and 267 lb uplift at joint 2. MiTek recommends that Stabilizers and required 7)This truss has been designed for a moving cross bracing be installed during truss erection,in concentrated load of 200.01b live located at all mid accordance with Stabilizer Installation guide. panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. REACTIONS. (lb/size) 8)This truss design requires that a minimum of 7/16" 3 = 184/Mechanical structural wood sheathing be applied directly to the top 2 = 470/0-8-0 (min.0-1-8) chord_and'W gypsum sheetrock-be applied directly to 4 = 64/Mechanical- the bottom chord. Max Horz 2 = 184(LC 6) Max Uplift LOAD CASE(S) 3 = -149(LC 8) Standard 2 = -267(LC 6) Max Grav 3 = 184(LC 1) 2 = 470(LC 1) 4 = 256(LC 17) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1166/1289 BOT CHORD 2-9=-1687/1-305 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. Weming-Flmethecoghlyrai"the'A.1 RD0T GIMERAI TERMS A CONDITIONS CUSTOMER i'BUITRIA(DNDMEDGEMENr Ioan Yerity designpmomNosand read ndn ontAif Snss 0edgn0taeiepllDD)milNe Monud Mortieee,Pl.tefemoreSAeel hebre um.ffikss o8nriusroted onMel0D,ody MANUEL MAREINEI,P.E. QMiieA roneedor plotesehol be rood for the ND lahnolid.As aben Design Engineer�.e.,Spttiolty Fngmeal;Me seal eo aq f fhe SDD Np—eft -Ptomeaprcfnnanel eogiuvkg r.pnnii lily fmRederige.1 An smgM L ess depided en the IDD only,undo FEE. The deuga assanpfnn,Wifiq-4ifives, 1 saflobiliIy end mellhisinns for ngh1din11,therePanNr0yd an,0mr,M.0.nor'seplherindogedorlheBdldipgOn'gnn,in The mdexldlhe ON,IT.n(an Tend buddingWeoedEPH- The opprnald the TDDandoeyfielduseelthe Two,ir,14.1 Wring,wmge,inst&kanmdhrotmg,sWbelhe #O4I182 respo.4hdity of lbe ddining DadgeerandCodredor.AR rotes sdpdmthe IDDead the pmrfius aed geidelinaofthe Beildiop(oreponed SeltyldoreenUalEM(Sl)p6W.dby IN ondSB(Aae retie, dhrg-relgoidence.W defen the responsibilities and dukes oNheTNss Designer,T—Degn Eegaer end 10819 Charlton(ir. TNSS Ym:deMlN,oeltssalMldu defieed hyo(oneodaeleed upon ia.rntegby ollportin favored.the bun Oedga Fng'meer is X01 Nm ruWing Duigoei m boss Sydea Engineer for cry hddiag.An Cepitchred leim ore os dehaed in TPh1. Copyright©2015 A-I Raof TNnes•4mue1 Mad'me;PE Reprodur6on of this doNmeet,io any IerN,is prohihited.it6.niden permiuion hem A-1 Roof TNsses•Mawel Nudger,P.f. OrlandO,f132832 Job Truss Truss Type Qty Ply Std Pac/6812 EL A 61634 J7CA JACK-OPEN 2 A0529000 - 2 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,'design@altruss.com Run:7.620 s Apr 30'2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:31 2015 Page 1 ID:FJM?bXpxJB WbW8ogO111UfzJd IJ-mM3YCfjl dr8HxpxxrO68y4ZxauxJCD14A8Y9dWz5LsM -140 200 280 , 7-0-D 1-0-0 2 0 0 0-8 0 4 4-0 1.5x4 II 5 Dead Load Defl.=1/8 in 4.00 12 16 7 10\\ 4 W3 N 3 1.5x4 II 2 132 B1 � t 720 e' 21 18 8 5x6= n n _ 17 3x8 3x6= 2 0 0 8 0 , 740-0 29 0 2-8-0 44-0 Plate Offsets(X,Y)— [2:0-6-10,0-0-4],[4:0-34,0-3-0],[6:0-3-0,0-2-0] 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 0.78 Vert(LL) 0.15 6-7 >559 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.15 6-7 >574 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.83 Horz(TL) -0.04 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight:99 lb FT=O% LUMBER- TOP CHORD 2x4 SP No.2 2)2-ply truss to be connected together with 12d 13)Hanger(s)or other connection device(s)shall be BOT CHORD 2x4 SP No.2 (0.131"x3.25")nails as follows: provided sufficient to support concentrated load(s)900 WEBS 2x4 SP No.3'Except' Top chords connected as follows:2x4-2 rows lb down and 1065 lb up at 0-2-12,and 900 lb down W1:2x8 SP No.2 staggered at 0-2-0 oc clinched. and 1065 lb up at 2-8-0 on top chord,and 900 lb OTHERS 2x4 SP No.2'Except Bottom chords connected as follows:2x4-2 rows down and 1065 lb up at 0-0-0,and 900 lb down and 01:2x4 SP No.3 staggered at 0-2-0 oc clinched. 1065 lb up at 2-8-0 on bottom chord. The LBR SCAB 1-5 2x4 SP No.2 one side Webs connected as follows:2x8-4 rows staggered at design/selection of such connection device(s)is the BRACING- 0-2-0 oc clinched,2x4-1 row at 0-9-0 oc clinched. responsibility of others. TOP CHORD 3)All loads are considered equally applied to all plies, Structural wood sheathing directly applied. except if noted as front(F)or back(B)face in the ROT CHORD LOAD CASE(S)section.Ply to ply connections have LOAD CASE(S) - Rigid ceiling directly applied. been provided to distribute only loads noted as(F)or Standard REACTIONS. (lb/size) (B),unless otherwise indicated. 1)Dead+Roof Live(balanced):Lumber Increase=1.25 2 = 3563/0-8-0 (min.0-2-2) 4)Special connection required between scab 1 to 5 Plate Increase=1.25 6 = 774/Mechanical back face(s)and truss. Uniform Loads(plf) Max Horz 5)Wind:ASCE 7-10;Vult=170mph(3-second gust) Vert:1-5=70,8-1 O=20,6-13=-20 2 = 183(LC 6) Vasd=132mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf; Concentrated Loads(lb) Max Uplift h=25ft;Cat II;Exp C;Encl.,GCpi=0.18;MWFRS Vert:2=900(F)4=-900(F)7=900(F)10=900(F) 2 = -1694(LC 6) (envelope)and C-C Exterior(2)zone;cantilever left 6 = -377(LC 8) and right exposed;C-C for members and forces& Max Grav, MWFRS for reactions shown;Lumber DOL=1.25 plate 2 = 3563(LC 1) grip DOL=1.25 6 = 774(LC 1) 6)Plates checked for a plus or minus 0 degree rotation about its center. FORCES. (Ib) 7)This truss has been designed for a 10.0 psf bottom Max.Comp./Max.Ten.-All forces 250(lb)or less except chord live load nonconcurrent with any other live when shown. loads. TOP CHORD 8).This truss has been designed for a live load of 2-3=-2994/3424,34=4381/5082 20.Opsf on the bottom chord in all areas where a BOT CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the 2-17=-3707/3057,3-19=-5293/4419, bottom chord and any other members. 3-20=4316/3575,7-20=4316/3575, 9)Refer to girder(s)for truss to truss connections. 7-21=-4316/3575,6-21=4316/3575 10)Provide mechanical connection(by others)of truss WEBS to bearing plate capable of withstanding 1694 lb uplift 4-7=-656/740,5-6=-201/317, _at joint 2 and 377 lb uplift at joint 6. 4-6=-3593/4332 11)This truss has been designed for a moving concentrated load of 200.01b live located at all mid NOTES- panels and at all panel points along the Bottom Chord, 1)Special.connection required to distribute web loads nonconcurrent with any other live loads. equally between all plies. 12)This truss design requires that a minimum of 7/16n structural wood sheathing be applied directly to the top chord and'W gypsum sheetrock be applied directly to the bottom chord. Naming-Please,thomughlyrerurlhe"LIROOF TRDSSESrSECIEr'jMDRAFTERMS6(UNWONSMTDDERI"DUrER1A010Wt[DRAffImm udednntheTOD,only MANUEIMARiINEZ,P.E. �Milek ronndu pinlnshaAbe used for the IODta beuotid.As oLou DniguEogineer(e.;Spednhy Wginea),tbe seal 000glDD eepraseds on m¢ptwseotlhe pmtessionnl eogineningrnponsbibty Im Itt design olthe shyleTrun depiikd en the 111D only,undo tPl•I.the dedgn ms•mptous,bodmg<mdiNans, ' OkirayW seolihisTm 6,.1hUbg1,0.espamiWAyoTlgegnur,theD.ueisnulhosimdagentorthe16ldie9Dnigner,inthesomef01helk41he11C.theNdluAdngsadeWRI-I.Th,qw".1 44,TDP W ny fiddw 0kTmn,i%Wghuding,sbmge,iastaDW.Abrm4Mbethe #0421R2 responv3d'm/ollhe RuDdingDesipnerond(oahadoi.Ar iro2t setod is Iha100 cad the prmgmsaed guidehoesdihe ruiNGng Compenedinlery Idormmia{B(SI;pnblishod by 1Pi and SBUne rehreored br general gniderce.TP4t defindslAe(etpoosSiNfies and dudes of tM Trnn Desigeer,ieun Design Engineer and Imss pmolonwes,enlex oikiedse deNned 6yn(mtroetagreed open io acing hydlpo,Neshwtred.lh Luntlesigo FigmeerrtNDTihe Rui�q DeGgnesmLmsSryea Engineer far aey buildng.ADCopBnfieed tmmsmeas defioadinlPl1. 10019(IlDrltOR Cr. ' (opyright©RD15A-IloofTmsses-NonuelMnd'we;PE.RepfodaAionolthisdanimed,iaanylmm,isprohihitedriMnittenpnminiahemA-IRootTmsus-HonuelNodiaet,P.E. •OrIDndD,Ft.32832 r Job Truss Truss Type Qty Y �Std Pac/6812 EL-A 61634 J7CC Jack-Open 6 1 A0529001 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:31 2015 Page 1 ID:FJM?bXpxJBWbWBogQlllUfzJdIJ-mM3YCfj1 dr8HxpxxrQ68y4ZztuyhCPB4A8Y9dWz5LsM 1 4 0 2-0-0 7-0-0 1 4 0 2-041 5.0-0 4 Dead Load Deft.=1/16 in 4.00 F12 A N T1 3 1.5x4 II 2 B2 1 61 Q. 17 6- 15 6 6 S 3x6= 14 3x4= 2-0-0 2-0-0 Plate Offsets(X Y)— [2:0-2-2 0-0-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.09 5-13 >910 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.18 5-13 >473 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.01 5 n/a n/a BCDL 10.0 Code FBC201O/TPI2OO7 (Matrix-S) Weight:27 lb FT=O% LUMBER- TOP CHORD 2x4 SP No.2 4)'This truss has been designed for a live load of BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a OTHERS 2x4 SP No.3 rectangle 3-6-0 tall by 2-0-0 wide will fit between the BRACING- bottom chord and any other members. TOP CHORD 5)Refer to girder(s)for truss to truss connections. Structural wood sheathing directly applied. 6)Provide mechanical connection(by others)of truss BOT CHORD to bearing plate capable of withstanding 128 lb uplift at Rigid ceiling directly applied. joint 4 and 273 lb uplift at joint 2. MiTek recommends that Stabilizers and required 7)This truss has been designed fora moving cross bracing be installed during truss erection,in concentrated load of 200.01b live located at all mid accordance with Stabilizer Installation guide. panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. REACTIONS. (Ib/size) 8)This truss design requires that a minimum of 7/16" 4 = 161/Mechanical structural wood sheathing be applied directly to the top 2 = 521/0-8-0 (min.0-1-8) chord and gypsum sheetrock be applied directly to 5 = 60/Mechanical the bottom chord. Max Horz 2 = 185(LC 6) Max Uplift LOAD CASE(S) 4 = 128(LC 8) Standard 2 = -273(LC 6) Max Grav 4 = 161(LC 1) 2 = 521(LC 1) 5 = 251(LC 21) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1 0421833,3-4=1069/1173 BOT CHORD 2-14=1 081/1110,3-16=-1454/1173 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)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. stunning-PkmeMmoughiyerimbe4)Roof I1DSSFSri[11IRJGINSRAITIRNSR{ORDINONS(BSIONIRI'BOY[R1A(DOWIFDGIAUrImmVerilydesignpammetensoodreadnotesonmisTrassOedpoOroniaglTDD)md0exanuelYomnee,Pl.IdpeneeSheetbeforeou.WbnorherriusidedontbeTDD,noh MANUELMARTINEZ,P.E. WleA mmetlm plolushol beosed forlk NOhhe nohd.AsaT—Dedgn[agnen Q.e.,ipeciulty[egnenh l6e swl....yNnepresedwnoaeploaeolMe pmhaimaleoginmiry mponsbihty for ttedeige efNeimgLLmsdepided eutbe lDD only,ands iPld.lbe ded�oscumpcbn,loodng cooddinos, suilloWilyDoi use ofIDSs less my luddng is the mismsiblity oftheOrner,lbe 0."',.thonimd aged or the BPOdmgOnigney n$he.,flod the 111,the IX In,lad budding nodeDOM-1.The opptosal otebelDD end any field use of the Truss, hondrino,eromge,iontdmtion and befmg,ADD be the. #041182 Ai " of Bulldiog oadgoer and(onhaea.AO notes set out n the IDD end do pnmfies unit guideenesdthe enuug(nmpenoeSnlety ldormdian IBM)poblishedby TPl and SAG ere reI onedbtgeaeroeguidense.IP4l definn MeresponsmiliNm end dunes ollhoLusslseslgeeyTmn Denign[egiaeet and Ip019(horlton Or. Tess Ymaheturzr,unbcsolG:rviedegeed 6yo(ontron ogmed opoo is rriKigby ollpmNes hndeed,TheImr.assign Fryneer is NOT the Rnlding Unit-aLost Syslea Fngneer for aoy hnildmg.01 Capilehsed 1—sos ac defined n TPId. Copyright@ 2D15 A•I IaolTmssm•AlanuelMeAneq PE Repradallon d this dammed,io any lone,is pmM1ibited ritM1 niNen permission Lem A•1 Ruof Tmnes-thou l M.&-,P.F. Orlando,FL 3T83T f Job Truss FVawlley Type QtY PIY StdPac/6812ELA Job MV4 2 1 A0529004 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 17 15:26:32 2015 Page 1 ID:FJM?bXpxJBVIbW8ogQIII UfzJdIJ-EYdwP?kfO9G8ZzW7P7dNV15DRIMxxsREOoHj9yz5LsL 4-0-0 4-M 4.00 F12 2 IwiR 1 B1 d 4 3 2x4 1.5x4 11 I LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(rL) 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 FBC2010lrP12007 (Matrix) Weight 12 lb FT=O% LUMBER- TOP CHORD 2x4 SP No.2 6)Provide mechanical connection(by others)of truss BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 to bearing plate capable of withstanding 51 lb uplift at , BRACING- joint 1 and 72 lb uplift at joint 3. TOP CHORD 7)This truss has been designed for a moving Structural wood sheathing directly applied or 4-0-0 oc concentrated load of 200.01b live located at all mid pudins, except end verticals. panels and at all panel points along the Bottom Chord, BOT CHORD nonconcurrent with any other live loads. Rigid ceiling directly applied or 10-0-0 oc bracing. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design MiTek recommends that Stabilizers and required of this truss. cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. LOAD CASE(S) REACTIONS. (lb/size) Standard 1 = 131/3-114 (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 = 273(LC 14) 3 = 273(LC 15) 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)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. W=q-P1t=tbmougblyrevkethe'ALI ROOFTIMIS("f(11111CORRAI HIM ACO1D111ONS(DSiDMl1('BUf[I'JA(IxDY71(DDFMfHI'Imm.YwiFj detigo lmromelerca.d-Jr."emttdsinss Deeign Droriep(IDDimd Me tloouNYadinL gl.Ieltrenee Sheel Ethre oSe.Unbss os6enife Uofed ont4eiDD,oolp MANUEL MARTINET,P.E. Q1RTeb tomtdm plalnsM1W b[oud torlheTOOte be mOd.AsoTmx Design Ggineer(e.,Spedolfykgiaex),Poe sed on[tylDD represerh on maptoneoflM1e pmfesdmoleepme[imgre[F..aigry lorthededgeof*,a smgk kmsdeplrkdoo be mo Doty,under rP61.16[dnign msmopsioos,loadmg ewbEo[s, ' suitoEildyonduseoltUsLustlmmggu�ld'mgislharetpsmibt7dyollheO.mm,N�eD.neiwulhoriredogemurt6[Raildirggnigner,inlM1eronfe[tdldelRGID[IRC.Ibeladbaid�ngmdeaedTPl•LlleapprorolottAtNDoudmpbtlduteoSMeTruss,imlod�ngbondlinB,storage,imkgagonondbmsmg,shoDDethe #047182 rnpoofibrily elMegullCmg Oedgner eod(ockenor.AD Mk/setoN ie lhelDO end lheprotdmstedgddelDesaftle BtRdngComponem Salary lohrmoOoe(1fSI(pablisM1ed by ryl aodlOU me mtmeemdforgenenl goideom lP4l defioetlM1erespombRitbs and dudes olfhe lmu Oedgnn,Trass Design Fogmeer end 10019(horlton(ir.' GmsYervlomrtn,onlas odridsedefined byt(uhoxagmed opoo in ndiag by otl pmtks 8rdeed.Th ho,0xigrfogieeer is NOTN Ruilding Dnlgoet or Lux Sydem Engineer for toy beildog An Ce Irked term Mot defined bIPl). "(opydghg®rO15A•11oofTresses•FlanoelUorline[,Pf.ReprodmfieWthisdosto-1,ieoo-plo,.,if prohibited with nittenpxmissioahomAd Reel rmsus.Momrel Martin;P1 Orlando,FL32832 • f Job Truss Truss Type Qty Ply Std Pac/6812-ELA A0529005 61634 MV6 Valley 2 1 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 Mi fek Industries,Inc. Wed Jun 17 15:26:32 2015 Page 1 ID:FJ M?bXpxJ B WbWBogQI ll UfzJdIJ-EYdwP?kfO9GBZzW 7P7dNV15321G_xsREOo Hj9yz5LsL 6-0-0 6-0-0 1.5x4 II 2 4.00 F12 W1 1 v B1 Li 0 4 3 2x4 1.5x4 11 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl 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 0.76 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 FBC2010/TPI2007 l (Matrix) Weight:19 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 6)Provide mechanical connection(by others)of truss BOT CHORD 2x4 SP No.2 to bearing plate capable of withstanding 86 lb uplift at WEBS 2x4 SP No.3 BRACING- joint 1 and 121 lb uplift at joint 3. 7)This truss has been designed for a moving TOP CHORD Structural wood sheathing directly applied, except end concentrated load of 200.01b live located at all mid verticals. panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design MiTek recommends that Stabilizers and required of this truss. cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. LOAD CASE(S) REACTIONS. (Ib/size) Standard 1 = 221/5-11-4 (min.0-1-8) 3 = 221/5-11-4 (min.0-1-8) Max Harz 1 = 103(LC 6) Max Uplift 1 = -86(LC 6) 3 = -121(LC 6) Max Grav 1 = 323(LC 14) 3 = 323(LC 15) 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 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. Warning.Pleael6oraoghtyreyieMthe'IdROOF EYJSSFE('SfltF<'J,G[N!¢tCHIM 9(0g0IIlONSCBSSOMIRrBOTORIA(KNOWIE)MWIn,.PatlydtugnporometenoMtmdnotesonAisgmssOcdgnOro>ring(IDO(rndtheMonvel(lomoa,Pl.IderenalheeSEehaou.WbtsotherrixumedonthcIDD,anty MANOR MARi1NEZ,P.E. AOfek maeahr pinln thoR ba used for the lODrobeaakd.Asaims>Daigo Gginm(ie,Speually EagineakMeseal onoaylDOneprcuidsoe aaptoaeo(fhe prolnsionoleegmeaugaesponsi6i0ryfor Me designalth tagLLas depided athe ND anty,adn lP4l,The deign osswiptiosh loed'mgawfdon, J\w0obiligmdureal MisTmn la any pudding is 7htietpomibilityeltha 0nntr,rh,O—Acnthahedogeaf.1h.Ba1(igDnigney in themeh#tithe 114the IBC Shalaalkudding ad,oad01.1.The opprmol efib,TDpand ay field an,of 1I.Trvn,indedng lond5igsbrcge,instahlie.and 6otial,tha06e 1b, #041182 ponsibMryofMarulldmgOnTit ondC.Ndm.AOmintsdawinTheNDandThepralinesandgeidepnaolth,Idwing(omponentSafetyl9-1i.o (Sllpublithadby TV!end SBU at,ralemnmdbrgeneralguidenae..INdefinestherapasibiliimaddudesel the tmssDBsipalanss Design figmetrad 10019(hOWCir. I-11—finhann,an1,-1heaadte Meet!by.(enhaaagrced opoo is aamvg by ollpmdes nmlaed.ThelautsONga Earylnea is NOT the 1A.99.09nei ar Lot Sy,l,.h ueer hr aay bat dug AB Cnpiletiud lamsme os derned lalPld, 6pyright©2015 A-S Raof Tresses•NonuelMortiae,Pj. Orlando,F132832 Job Truss Truss Type QtY Ply Std Pac/6812 EL A 61634 MV8 GABLE I 2 1 A0529006 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:32 2015 Page 1 ID:FJM?bXpxJB Wb WBogQlllUfzJdIJ-EYdwP?kfO9G8ZzW 7P7dN V15DiILNxp9EOoHj9yz5LsL 8-0-0 8.0-0 1.5x4 II 3 4.00 F12 1.5x4 II 2 W1 T 1 B1 o- 6 5 7 4 2x4' 1.5x4 11 1.5x4 11 LOADING(psf) SPACING- 2-0-6 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.42 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 FBC201 O/TPI2007 (Matrix) Weight:27 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 4)This truss has been designed for a 10.0 psf bottom BOT CHORD 2x4 SP No.2 chord live load nonconcurrent with any other live WEBS 2x4 SP No.3 loads. OTHERS 2x4 SP No.3 5)'This truss has been designed for a live load of BRACING- 20.Opsf on the bottom chord in all areas where a TOP CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. bottom chord and any other members. BOT CHORD 6)Provide mechanical connection(by others)of truss Rigid ceiling directly applied or 10-0-0 oc bracing. to bearing plate capable of withstanding 2 lb uplift at joint 1,75 lb uplift at joint 4 and 214 lb uplift at joint 5. MiTek recommends that Stabilizers and required 7)This truss has been designed for a moving cross bracing be installed during truss erection,in concentrated load of 200.01b live located at all mid accordance with Stabilizer Installation guide. panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. REACTIONS. (lb/size) 8)"Semi-rigid pitchbreaks including heels"Member 1 = 92/8-0-0 (min.0-1-8) end fixity model was used in the analysis and design 4 = 137/8-0-0 (min.0-1-8) of this truss. 5 = 393/8-0-0 (min.0-1-8) Max Horz 1 = 144(LC 6) LOAD CASE(S) Max Uplift Standard 1 = -2(LC 6) 4 = -75(LC 6) 5 = -214(LC 6) Max Grav 1 = 251(LC 15) 4 = 276(LC 17) 5 = 418(LC 16) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(Ib)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.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 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)Gable requires continuous bottom chord bearing. Ppomiog PLmellorooghhy rceux Me'A1ROOF lmm,¢e+ifydesignporomefnsoedrmd notes onthis Loss DespngreeiopQD�mdlhetloeudnorriaet,PE hferenaSheet befareuu.Uekss ot5errise stored onthe ND,Defy gANUEL AtA8i1NEZ,P.E. QNileksamedm pld-Mbe sedfmlbeIUDfeb—Od.AsaTmu Design[agineer(.e.,5peuoltyfngiaeobtbesedaaaey iDDrcpeuotsao osmptmnea(IMpmfe+simaingmeniyre+poesLilly fin IEednigo JMe sirykirmsdepiAedrn Me IDD mty,order ip4l,the design ossanptioebkofmgroodilims, ' WftbilityoedumofthnTmaW yra0diegLlhemspambiWydfheD,reer,lh.Oo..,00&,4dagnlmlb.¢dldin ig."ialhamet"ddIF,0CtheIIClhei%dhildm'inkad141,TheappmD1.11kTDDaadanyfieldwed1h.Tron,im469F..Giy,storrye,ieskDouaxondhmdn¢shagbethe #047182 respoavbfiily p7lhe Gulling 0:4guraed(aatnno,.Al Wes set ioIF*TOOed thepm,Dsesand gilddaesdthe¢aildmg(ompoeed Safety ldmmafinC(SQp d,.dbyTPi oed SO(Abwehmnrcd6,Send gaideme.IPbl defines the rnpoesibiDDes.4ibides odibeTim,Design,—Design Eagfe end jOD19 ChorNon fir. iro+s YanaMrom,wrens esks.i+e defined bye(whrtag,eed opmia eriWgby dlpo,tln tneatrcd.TheTsm+oenga Ingnen it NOT Me hDO,g Designs,m h.Fri..g®en le,ay britAag AO(epfolited te,ms me as defined tntPpl. (opydgM®2015 A-1 loot Trusses-Ninnoal Almlien,PP.¢eprodmNw el IN,daoaeeas,ie.ay fe,m,is probilthd oiM nin.pne.nioa Gem A4 Rod Twws-)Ammer Naeion,P.E. Orlando,Ft 32832 � ' I Job Truss Truss Type Qty Ply Std Pac/6812 EL A 61634 MV10 Valley 2 1 A0529002 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Wed Jun 17 15:26:33 2015 Page 1 ID:FJM?bXpxJBWbWBogQlllUfzJdIJ-ikBlcLkH9SO?B75Jzr8c2VeHJid8gFQNdS1 GhPz5LsK 10-0-0 10-0-0 3 1. 4.00 12 1.5x4 II 1 2 T 1 B1 LBI d 2x4 6 5 7 4 1.5x4 II 1.5x4 II I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(TL), n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(fL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/fPI2OO7 (Matrix) Weight:34 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 4)This truss has been designed for a 10.0 psf bottom BOT CHORD 2x4 SP No.2 chord live load nonconcurrent with any other live WEBS 2x4 SP No.3 loads. OTHERS 2x4 SP No.3 5)'This truss has been designed for a live load of BRACING- 20.Opsf on the bottom chord in all areas where a TOP CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the Structural wood sheathing directly applied or 6-0-0 oc bottom chord and any other members. puriins, except end verticals. 6)Provide mechanical connection(by others)of truss BOT CHORD to bearing plate capable of withstanding 23 lb uplift at Rigid ceiling directly applied or 10-0-0 oc bracing. joint 1,116 lb uplift at joint 4 and 297 lb uplift at joint 5. MiTek recommends that Stabilizers and required p ) q 7)This truss has been designed for a moving cross bracing be installed during truss erection,in concentrated load of 200.Olb live located at all mid accordance with Stabilizer Installation guide. panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. REACTIONS. (lb/size) 8)"Semi-rigid pitchbreaks including heels"Member 1 = 43/9-11-4 (min.0-1-8) end fixity model was used in the analysis and design 4 = 214/9-11-4 (min.0-1-8) of this truss. 5 = 545/9-11-4 (min.0-1-8) Max Horz 1 = 185(LC 6) LOAD CASE(S) Max Uplift Standard 1 = -23(LC 14) 4 = -116(LC 6) 5 = -297(LC 6) Max Grav 1 = 224(LC 15) 4 = 319(LC 17) 5 = 545(LC 1) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-345/58,34=-167/282 WEBS 2-5=424/719 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;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. Wmming.Plemetbaroughty reeie.fht9-1 BOOT IWdsS6rf1 11,GWRI11BA11 ACONDITIONS CIISIDWICOURBIA(B�DW(N6rX(Ni'Sorm Berily deLpn poremetosood reed nohsm7Ris inss Design OrcriegllDDlmdlhe YonueSYaRieer,PkletermmSheel Eehreufe.Mon et6errise stofedaotAeiDD,00ty MANUEL MARi1NEI,P.E. �Nil eh ne.a.,pinlrs sb.1 be and for lb,rDD mbe,o d.Asa Lon Desilef.glnen fit,Sp.Wly Fngmeal,tbe uo(onorylDD sepreums oeumplome of the pmimsi.nol eeg;mmirg rmpoobifity Im It,hsye oltF:e smgh Irmidepided en(be IDD miy,undo IPId.The design ossumpgoo:,leo6ng,andtims, miinbilily end use of lbislmnIn,.1 Belding is IN mVe.0ildy el the 0.ea,ih.Ovnniouthorieodog,nt or the Bnldigg Designee in lht ronhel of ih.lt4(he llL lBelual boBdm'tode oedlPld.The apprmol.16,TDD nd any fieW me ellbeiron,imludinB bogdFng,sforeS JitnO0n.end Drotiny shun both, #04II82 respo sbdRy of the Building Besignerend Cnnrndor.An notes sm out in theIDD end M.prordns and geWeAnes of Me BniWing Camponem Satery InhrmaOooSe(SI)poblisAedby 1PI and SBG me refereeadfoe gwerol pid,nm.IPFI defiaeslte resiogf0ilitMs and dedaf of the Iross,Desigge(,Lun OeAgn Engineer and irou Ma,doMser,udan olAndse defined by o(.nbodeeMed upon in siting by ollpostles Involeed.The Ttms Oeslgn Fngmen h NOT the Building Designer.1mis syet n(ngineee for oey bidding.All Cepildired lernn moos defi.eA h iPl 1. 10019(IIOf NOq CIT. (np0ght®7OI5A•I tmflmss—M.—IIAodine,,P.f.Beprodudiooai third.—I,it ay lmm,isp6lited Rh srinen perminio.W.A-11A T.,,.,.M. eI fthnei,P.F. Orlando,FL 321132 Job Truss Truss Type Qty Ply Std Pac/6812 EL A 61634 MV12 Valley 2 1 A0529003 Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:33 2015 Page 1 ID:FJM?bXpxJBWbW8ogQillUfzJdIJ-ikBlcLkH9SO?B75Jzr8c2Velgid_gFNNdS1 GhPz5LsK 12-041 12-0-0 3 ' 4.00 F12 1.5x4 II 2 T 1 d B1 d 3x4 6 5 7 4 2x4 11 1.5x4 II I LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.65 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(rL) 0.00 4 n/a n/a BCDL 10:0 Code FBC2010/TP12007 (Matrix) Weight:42 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 4)This truss has been designed for a 10.0 psf bottom BOT CHORD 2x4 SP No.2 chord live load nonconcurrent with any other live WEBS 2x4 SP No.3 loads. OTHERS 2x4 SP No.3 5)'This truss has been designed for a live load of BRACING- 20.Opsf on the bottom chord in all areas where a TOP CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the Structural wood sheathing directly applied or 6-0-0 oc bottom chord and any other members. purlins, except end verticals. 6)Provide mechanical connection(by others)of truss BOT CHORD to bearing plate capable of withstanding 19 lb uplift at Rigid ceiling directly applied or 10-0-0 oc bracing. joint 1,118 lb uplift at joint 4 and 322 lb uplift at joint 5. MiTek recommends that Stabilizers and required p v q 7)This truss has been designed for a moving cross bracing be installed during truss erection,in concentrated load of 200.01b live located at all mid accordance with Stabilizer Installation quide. panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. REACTIONS. (lb/size) 8)"Semi-rigid pitchbreaks including heels"Member 1 = 173/11-11-4 (min.0-1-8) end fixity model was used in the analysis and design 4 = 217/11-11-4 (min.0-1-8) of this truss. 5 = 592/11-11-4 (min.0-1-8) Max Horz 1 = 227(LC 6) LOAD CASE(S) Max Uplift Standard 1 = -19(LC 6) 4 = -118(LC 6) 5 = -322(LC 6) Max Grav 1 = 296(LC 15) 4 = 320(LC 17) 5 = 592(LC 1) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-324/44,3-4=-167/271 WEBS 2-5=-455/726 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;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. Wmoiag-PkaseMmoopbty reriwtbe'bl Rear TWIS(`Slbl111CN[RAi TIMA COAMONS(IRTOMIRnUTOIAMOWl[D(4MHrf1,a. use.U,ksf oMmriu umedulNeTo,mdy MANUEL MAREINEI,P.E. dUT A tanoedm plates shot be usedforthe TOO lobe coed.A,uI.,,Was login.fu.,Spedolq[no or),the sml sre-Y DO,ry,esou sow Knows ueof Ile profesdeul ugioeniugrzspus3t61y fa Ue drsge eflbe smgh I=deptded a the TOO ug, do,III.).The dodge osourupti on,Inane a..as, ' saffo46,yenduseoflxsTrussto,MBeadinghsheespemih1ilyeltheOwner,theOrnuiou,AoikedageelorIt,Boiidiir$Designer,ithewehdolthe111,theIKfleladbuldogrodooedM.I.Theoppe-IaftYeTDDendnet,ficNus,of6,Truss,ineWdingbondrig,storage,imtaltofiuno�bindelA.9berho #04i182 TA Oailgnatud(onNetm,.Al mhsMoulutde lee god the pro,Nns andgoideBnesols6e BaiWingCompaaam Sahly tdormoywnfBlSQpoEDehedhiPl ood SBU ve referiomdfor gevenlguideore.IPl-I dehoeaeherespon,TiBties and doNee o[r6e Goes Oeilgom,Traci Deuge fngiaea,end IOp19 Cllarltoq(ir. Tmu Yoealvnurer,mless o0arrlsa deheed by o(ennonageed open io mm�g6y oUpmtles[oohed.TheLms Oesige Frgmeu isN01 the luldina OeUgu,a hu"Syuenhgmee,for ooy 6uidvq AOGplc6red fmnsme osde6ved W IPId. (opyrighf®7015 A•I IoolTnsses•NmaelYMioex,PF.leprodmlioe d this doaueef,is any larm,is p,o6i6fled riMr,ittw pmmissioa ham A-1 loaf imsus-Liom,el6fortiner,P.E Orlandit,FL 32832 T • ' Job Truss Truss Type Oty Ply Std Pac/6812 EL A A0529007 61634 SV12 GABLE 1 1 Job Reference o tiona Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:33 2015 Page 1 ID:VC9gILcYUJ4wBhYKYRwVKoz8N H-ikBlcLkH9SO7B75Jzr8c2VePjiiagHLNdS1GhPz5LsK 6 0 6-M 10-6-0 2 ' 13 0 0 2Z 4-0-0 4-0-0 260 4x4= 4 4.00 F,2 1.5x4 11 11 3 T1 TLLI.15x4 1.5x4 11 2 �i15 1.5x4 11 7 0 Ia 3x4= 13 10 14 9 15 8 16 3x4= 1.5x4 11 1.5x4 11 1.5x4 11 2-6-0 10—" 13 0 0 2—&0 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 0.29 Vert(LL) 0.00 6 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.01 7 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:53 lb FT=O% LUMBER- TOP CHORD 2x4 SP No.2 5)This truss has been designed for a 10.0 psf bottom BOT CHORD 2x4 SP No.2 chord live load nonconcurrent with any other live WEBS 2x4 SP No.3 loads. OTHERS 2x4 SP No.3 6)'This truss has been designed for a live load of BRACING- 20.Opsf on the bottom chord in all areas where a TOP CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the Structural wood sheathing directly applied or 6-0-0 oc bottom chord and any other members. purlins. 7)Provide mechanical connection(by others)of truss BOT CHORD to bearing plate capable of withstanding 100 lb uplift at Rigid ceiling directly applied or 10-0-0 oc bracing. joints)9 except(jt=lb)2=163,6=172,10=183,8=181. MiTek recommends that Stabilizers and required 8)This truss has been designed for a moving crass bracing be installed during truss erection,in concentrated load of 200.01b live located at all mid accordance with Stabilizer Installation guide. panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. REACTIONS.All bearings 13-0-0. 9)"Semi-rigid pitchbreaks including heels"Member (lb)-Max Horz end fixity model was used in the analysis and design 2= 60(LC 8) of this truss. Max Uplift All uplift 100 lb or less at joint(s) 9 except 2=-163(LC 6),6=-172(LC 7), LOAD CASE(S) 10=183(LC 8),8=-181(LC 9) Standard Max Grav All reactions 250 lb or less at joint(s) except 2=294(LC 21),6=294(LC 25), 9=395(LC 23),10=373(LC 22),8=373(LC 24) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 4-9=-256/277,3-10=256/396, 5-8=256/396 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;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. Weemn-Vl—tbarevollieri"WA-1 ROOF IS Ver4desgnp—dersand readnohsonmis hossgesigoDraviep(IDD)md Oe Novel gamete,pi reterenm sheet betare use.wbuomflrise ualedontheIDD,00ty MANUEL MARTINET,P.E. AGI lrrawedss plalessher be used lorlbe IDDraberoa4 kaTmss Dedge[agmefl(ir,speddrylegoeaJ:the seal oo aeyIDOrepeseotsw..... eorlbe prolessienolregyueriegrnpoesmiGryfm@t desigc erfte single rrms aeprcka cn the iDO only,won i1F1.me dni�osrnoptoes.lo�ogreafieus, mdabigryaadwollst'l—Im my lbeapp—1,lth,TDDend onyfieU use oltAeTrots,indadag F.andrrgstarage,imtoDaeonortd hmtioy shop ba the. #04I182 . aespwslb6ly allha 6did"mg DxGgner ond(emenoi.All onussesoNio the ToDeedtbepretti'mad geidel-eltbedeilang Gmpaned Wei ldrwdiwlA(sl)poblibil by rPIdSR(Aorerelerenmdhr ll—d gaidrore.IPl.l deAosi lAerespoesbihtim wE dudes asthe bossDeagefl,LossDedgn hgmeer and 10819 ChorMon Or. IrmsY.edadorer,ealesseNerrlse defned 6ya(antronaseed opao ie rritiagby dlpmyms larolred nxlron Ouign FgmettisAOliheem�ng Deugnn arlrostsrymrngNeer6raey hdlAag.,eDCopnarned tuna®emdeboed'wiPld. (op09ht®2ln5 A•I Poot imsses•Ymusl blarlioee,Pf.btemlwfieed thisdamm0j. yb,.,i,prohibited.ithnidenperadssion Gem A-)RoofTrutset-awuelYmt:nea,P.E. Orlando,FL 32832 4 Job Truss . Truss Type Qty Ply Std Pac/6812 EL A 61634 V4 Valley 1 1 A0529009 Job Reference(optional) Al ROOF'TRUSSES,FORT PIERCE,FL 34946,design@a1lruss.corn Run:7.620 s Aps)40�2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:34 2015 Page 1 ID:FJM?bXpxJBWbMogQlllUfzJdIJ-BwlgghlvwmWroGgW WYgrajBdo63EPmxWs6mpErz5LsJ 240-0 4-0-0 2-0-0 240-0 4.00 FUT 2 3 1 T 1 B1 ^ 4 2x4 2x4 O1D 12 44)-0 2 3-11-4 Plate Offsets(X,Y)— [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 TC 0.08 Vell n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Vert(fL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:9 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 7)Provide mechanical connection(by others)of truss BOA CHORD 2x4 SP No.2 to bearing plate capable of withstanding 100 lb uplift at BRACING- joints)1,3. TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc 8)This truss has been designed for a moving concentrated load of 200.01b live located at all mid pT panels and at all panel points along the Bottom Chord, ROOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. nonconcurrent with any other live loads.9)"Semi-rigid pitchbreaks including heels"Member MiTek recommends that Stabilizers and required end fixity model was used in the analysis and design cross bracing be installed during truss erection,in of this truss. accordance with Stabilizer Installation guide. REACTIONS. (lb/size) LOAD CASE(S) 1 = 95/3-10-8 (min.0-1-8) Standard 3 = 95/3-10-8 (min.0-1-8) Max Harz 1 = -il 9) Max Uplift 1 = 40(LC 6) 3 = -40(LC 7) Max Grav 1 = 253(LC 18) 3 = 253(LC 19) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)-WFnd:ASCE 7-10;VuIt=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 Extenoll 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. 11.1rug-Pleneshorm Alytevlenthe4l ROOF nMS6rMlFol,GCIn1?AL 11195t yerdysl6ilop—ee dreodomn mtAis lmss DetigoDroriep(IDDlmdtne Nonuel mortineg tl.k(nenm Shal hebreue.Unlenolhe,wu oared enlEe ADD,ody MANUEL MARTINEZ,P.E. �Wle6 nemater ploln s6d6e omd for 16enph6endd.Asa Imo Dnign(epmen(.e,Speddryfngmemtt6esed nnmy nD mpeerdren onepmmenf the pmfnsirwleepxn¢gnsponsASity IerBe desipe ellk vryh hms depiAed m IbenD wly,ondnn4l.The dni;p ossvopriooyloormg<yefitiws, ' suitAililyaeduseellhisrrus MBuillisINrswaeNTdydl6eOrnes,@eOrun'.d,flndngedmthermldkgDniien,inthemWolIN11(th,ll1ydhopdinpmdeo01-1.TheopprmoletihenDondanyfiddusedlAermst,imindnP6pndGig,sromge,iesNlloliwosdhm,in,shaill #047182 rnpeeubrdrdl6e C. rngpesigoneed Coebesnr.AB colnsnodhr6e n0 and the pvNusard grikAnndBe tri'dmg Gmpenemfdcry ldnmodea p(SIJ po6Ds6ed 6ytPl oed9pme rotneonM ill relp�idwn.T&I deBl tespeosil lln and d s—fthe Truss Dedgeer,imn Desipo Ee0—ed 10019 Wilton Cir. imn YnnofoMrn,entns oNn,d+e defend 6yc(onhonoprnd epoo io nAlnp6ydlpmrinUnphed.The Lon Dnlgn F,g6,en i+ND11he hu�agDedgnerm Lon Syuem(np"murfn eny bi ldug fU Cnpt�nd lams ma as defieed In iPl 1. (epyrighf®7D1S A•I Bwf lnsses-YonoelMmfieex,PF.Pepedw6an d Ais dammaot,is mylem,is pro6ihited dt6nitlm pncdniwficm A•l tool imsut•Nmmel Bmtzn,P.f. Orloll FL 32832 r (' f Job Truss- Truss Type City Ply Std Pac/6812 EL A 61634 V8 Valley 1 1 A0529010 Job Reference o tiona Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Jun 17 15:26:34 2015 Page 1 ID:FJ M7 bXpxJ B WbW8og011IUfzJd IJ-Bwlgghlvwm WroGgwwygrajBZk63RP14 Ws6mpErz5 LsJ 4-0-0 8-0-0 4-0-0 4-0-0 4x4= 4A0 F12 2 T 1 ST1 3 1 1 d d 5 4 6 2x4- 1.5x4 11 2x4 12 8�-0 12 7-11� LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.31 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(fL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:22 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 5)This truss has been designed for a 10.0 psf bottom BOT CHORD 2x4 SP No.2 chord live load nonconcurrent with any other live OTHERS 2x4 SP No.3 loads. BRACING- 6)•This truss has been designed for a live load of TOP CHORD 20.Opsf on the bottom chord in all areas where a Structural wood sheathing directly applied or 6-0-0 OC rectangle 3-6-0 tall by 2-0-0 wide will fit between the purlins. bottom chord and any other members. BOT CHORD 7)Provide mechanical connection(by others)of truss Rigid ceiling directly applied or 10-0-0 oc bracing. to bearing plate capable of withstanding 100 lb uplift at MiTek recommends that Stabilizers and required joint(s)1,3,4. cross bracing be installed during truss erection,in 8)This truss has been designed for a moving accordance with Stabilizer Installation uide. concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, REACTIONS. (lb/size) nonconcurrent with any other live loads. 1 = 134/7-10-8 (min.0-1-8) 9)"Semi-rigid pitchbreaks including heels"Member 3 = 134t7-10-8 (min.0-1-8) end fixity moderwas used in the analysis and design 4 = 283/7-10-8 (min.0-1-8) of this truss. Max Horz 1 = -24(LC 9) Max Uplift LOAD CASE(S) 1 = -72(LC 6) Standard 3 = -75(LC 7) 4 = -86(LC 6) Max Grav 1 = 271(LC 19) 3 = 271(LC 21) 4 = 365(LC 20) 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 beery considered for this design. 2)Wind:ASCE 7-10;Vuit=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. leemvil.pleo.hmm'gvYyrerintNe'41 loaf HOSSISrMIRIGENIR(IITIMSACONDIIONS(AIDYER(IUMA(INOWIEDt4Mrlmm Voly de4pjvv..tenmdnvdvMi en lhh Erns DedipOroieilMod the Novel Ym ur,P.E.Rerdeen Aeethedre pu.Wien odnufe WedpothelDD,.41 MANUrI MARiINF1,P.E. Wd mvaeAei plvtes+hal he a+ed rvr the fODta be•a5d As oLvu Deupv[oilmen(e.,ipeuvlry(ngiaeabthe uolvv veyIDD reprv4enh ao araptoue ollEe prole+si•ml npaenhy rnpva+�liry Idlhe ddigc•Ifle+ieple irn+depiAed eo Me IOD•vy,nddiPFr.The dev�n+mptioos,bofiep rwditaa+, �' so0Wyeed-ellN+Tmniv, Theapjv vlv1d,lDDovd airy fiord uteal lM1eirvn,imloda�RhovdGig,+torcge,imtopuNon oodhmimyshoO Ce the . #047182 rospae3dM althe lviltingD 4gaermd[ovlreeorJlvotes atvN ivihe lOD eodffie pror6rvs oed gAMRwsalrie BnNivg Cvmp mSeleryl rmalloo(N(SlJ pvhlished bylPi ovdSN(AverelereendhrRmeml gpidame.Wdehvesrie nspoa TJries oed daNm of the Iron Oeslgnrt,Lun Desga EAgi-,oad 10019(hOrlton(IT. ImssYemdamaer,eddsotNrd+e deNved hya(evhmtvgree9vpvo ion ghyaOpmde+Gm,Sed.Ihe T,.,,hvolagl—h NOT the laihhog Deuged arU.nSyd-Evgm•d for or hcal64NCvp7dued hrmt ore vs defieed'miPll. (opydght02Ol5 A-1 Inf Tmssen IlovaelNvnim,PE Reprodurliao nil thiadvmmeet,is any Imm,Es pmhihit•d>ritbsiiHen permis+im fiem A•I Rool Tmnes•NvnuJ Narf—P.E. Orlando,FL 32832 Job Truss Truss Type Oty Ply Std Pac/6812 EL A 61634 V12 Valley 1 1 A0529008 ` Job Reference(optional) Al ROOF TRUSSES,FORT PIERCE,FL 34946,design@altruss.com Run:7.620 s Apr 30 2015 Print:7.620 s Apr30 2015 MTek Industries,Inc. Wed Jun 17 15:26:34.2015 Pagel ID:FJM?bXpxJBWbWaogOillUfzJdIJ-BwlgghlvwmWroGgW WYgrajBWG6?aPkOWs6mpErz5LsJ 6-0-0 12-0-0 6-40 6-0-0 4x6= 4.00 12 2 T 1 ST1 '1- 3 o d 3x4 i:� 5 4 6 3x4 1.5x4 11 11-11-4 12 11-11-4 12 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 0.56 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(fL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix) Weight:36 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 5)This truss has been designed for a 10.0 psf bottom BOT CHORD 2x4 SP No.2 chord live load nonconcurrent with any other live OTHERS 2x4 SP N6.3 loads. BRACING-TOP CHORD 6)'This truss has been designed for a live load of Structural wood sheathing directly applied or 6-0-0 oc 20.Opsf on the bottom chord in all areas where arectangle 3-6-0 tall by 2-0-0 wide will fit between the ROOT C pT bottom chord and any other members. HORD 7)Provide mechanical connection(by others)of truss Rigid ceiling directly applied oc bracing- to bearing plate capable of withstanding 100 lb uplift at MTek recommends that Stabilizers and required joint(s)except at--lb)1=100,3=105,4=181. cross bracing be installed during truss erection,in 8)This truss has been designed for a moving accordance with Stabilizer Installation uide. concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, REACTIONS. (Ib/size) nonconcurrent with any other live loads. 1 = 196/11-10-8 (min.0-1-8) 9)"Semi-rigid pitchbreaks including heels"Member 3 = 196/11-10-8 (min.0-1-8) end fixity model was used in the analysis and design 4 = 519/11-10-8 (min.0-1-8) of this truss. Max Horz 1 = -39(LC 9) Max Uplift LOAD CASE(S) 1 = -100(LC 6) Standard 3 = -105(LC 9) 4 = -181(LC 6) Max Grav 1 = 306(LC 19) 3 = 306(LC 21) 4 = 519(LC 1) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-4=-367/493 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. Wammg-nea,emaroogbiyr.ri..me•AaADDPtnrssnrsn((A7.s(xEutrnYss(DAmnDAs(uslowereDra7A(uom1DA(rml•io,a PuDyde:ignparamer�,+aadreadooxeoomi+la++o<dgnora.ieA�mA�e Yaaoe�Yamur,Pt.edmearesmetbeaeos<.m,k:+eea�.is<uaraoomlDD,a.rr MANUEL MQQiINEI,P.L �(uteS aaeae p rtn haA6e a eel la me mDhbr safia.A,.T,-esige[egmen(.e,Sp ddry[.*.Ilk sal ooa fl)D,epressds oe aeefth—Ilhe prdnsi—Ingwmag-jr.�Dly 1.1 e.&+ige dae oykua+sdeod,4 aarhe MD ooq,modes TM).Th.de'sip n ampeaa,,�aga.taan, ' saiYYhgaiduseollhisTrussformyRuildingisUrespouibi14 fOeOn es,theOuer'seolhmisedagedor1holaildkgDnigar,is Orr aumd The nGthan fi,fardbaidmgtoda aid TPld.11,eoppeaeldtleIDDanda,ryfieldaedlM1alros+,imhd;nlhmdA,q,shrvge,imNOofiaprndh,aimg,+ho06ethe #047182 regau3&ly ollEa lu0dug0.tigaarond(ocherh,.AA uhss".0 A.the IDDndthrpusiftsaedgddelarsatit hildialtompoaentWin lakrmalion(Inl;poblishedbyTH adVrA Orreh,umd for gnerdgiideue.lN-I deSaes Me,espauA�btNs addaundfhe(nu Aedgaer,iruss Devgn hgioear ud 10019(horlton(ir. TmssYeahmnn,m!n+eAe„du defied by a(ahmlog,eeS opreia n'a<'aghy o0puties heohd ihahmsOrdga ragueer i+XDI lh IaiNiagOesigoer arhas Systenhfinen tx aey bsaAag AD CapitoPned Inms ere de0eel m iPLI, copyright®201S A-I rodlmsus•YaoelAlonues,PF.AeprodaYa of this dauweof,is ouy loan,is prohTited•ilhsnittm perod++ia hem A•1 AoofTrusses-Yomel Yeerines,P.L Orlando,FL 32832 ww �r rs�r NA-1 ROOF A FLOR10A CORPORATIOPI Important Notes / Please Review Prior to Truss Installation: 1) Trusses are to be handled,installed and braced in accordance with the following standards- ANSI/TIP 1-2007;WTCA 1-1995—"Standard Responsibilities in the Design Process Involving Metal Plate-Connected Wood Trusses",and"BCSI 1-03 Guide to Good Practice For Handling, Installing,&gracing-of Metal Plate Connected Wood Trusses"published by WTCA and Truss Plate Institute. -Any of this material can be obtained by contacting A-1 Roof Trusses. Spanish versions are also available. 2) All temporary and-permanent bracing design,connection,.material,and labor by others. 3) Truss designs are for an individual component,not for a truss system. Reactions and uplifts may vary from building designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies. 4) If provided by truss manufacturer,any engineered beams provided have been sized using information design guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts,and bearing requirements. Truss manufacturer is not responsible for specifying beams,other than those provided by truss manufacturer. 5) Unless specified,roof trusses are not designed for any additional attic storage loads. 6) On flat surfaces,adequate drainage must be provided to avoid ponding. 7) It is the builder's responsibility to assure there is adequate room for A/C ducts,electrical wiring and plumbing runs.to assure they do not interfere with the truss chords. (Roof and floor.) Truss chords and webs cannot be cut. Attic access opening should be located between trusses unless otherwise noted. 8) Unless specified,valley framing design,connection,material and labor to be supplied by the builder. 9) Attached drawings are standard details that cover most installation standards. Structural details provided by the building designer supersede any attached details. , 10)Trusses are not designed to carry the chimney,cupola,steeple,or other structures unless specified. Structure should be framed through the trusses to be supported by the foundation. In cases where trusses are designed to carry the structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must be provided by the building designer. 1 1)The specific engineered truss drawings are subject to other terms,conditions,and details on the truss placement plan and/or individual truss design drawings. 12)Trusses are designed to carry ONLY the specified loads on the engineered drawings.Point loads for materials,erection personnel,equipment,whether temporary or permanent,are-not allowed unless specified on sealed engineered drawings. Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010. 4451 St.Lucie Blvd.,Fort Pierce,FL 34946 772-409-1010 Office 772-409-1015 Fax www.AItruss.com U Name: Address: STRUCTURAL CONNECTORS' Customer: Mliek'C�'ompany Car}tect: Number. . 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Label- ^:t�t lo5 ayt, {;f,Re ortss +1OQ95:r • 1596 tiAmu- 16096 )pllft 5100 I•: :7009b++: r1QD9ba ,1004b� 10�!Ifi'; •,.:F,=P,:3i:cE.tl_n':Fa t�nei'.Schedula,�f 1:;:,r<;��jl?�: T1 JUS24 1881, 655 750 820 510 - 4-10d(Header) FL82L39, - 2-lod (Joist) 11- . 0510.01, RK 25779 LUS14 670 765 925 490 - - 4-10d(Heoder) 2.lad(Joist) T2 JUS26 1881, 850 975 1060 1115 4-10d(Header) FL82L4Z 4-10d(Joist) 11- . 0510.4 RR 25779 LUS26 665 990 1070 1165 4-10d(Header) 4-lod pout) T3 MSH422 1831, 22-10d (Face- Face Max Nailing) FL822.36, 6-10d (Face-Top Max Nailing) 08- 6-10d (Joist- Face Max Nailing) 0303.06, 6-10d (Joist-Top Max Nailing) RR25836, 4-10d (Top-Top Max Nailing) 13116-R THA422 2245 2245 2245 6-,16d(Carried Member-Face Mount) 6-Iod(Conlad Member-Top Flange) 22-16d(Face-Face Mount) 1-16d(Face-Top Flange) 4-16d(rap-Top Flange) THA1422 1835 1835 1835 r -10d x 1-112 or 2-l od x 1-1/2(Carried Member) 20-I0d or2-10d(Face) 4-10d(Top) USP Struclurai Connectors j r I SJO4aauuoD lEjna5nj1S dsn y 2l-9TTET 'S0-tZ60 190 , - (islaT) POT-ZT SE'S8ZETId (a�ad) P9T -8T - - S8ZZ SLTE ONZ OVSZ aIt,, 91ra HI 81 (6un)aN xnW-.tagwaW 6ui"DD)p9I-9Z (6ulpvN xnW-aaqulaW paljjnJ)pOI-9Z - - SUPE 089p OOD ME Z-8Zf11N (4slaf)p9I-8 (aIn4)p9T-ZZ 000z 06IS OLLp OIZp Z-8ZS(lHH U-913 ET' 'Evssz�� 'SO'TZ60. -90 ` Dslor) POT-91 5£'S8Z£Tl� (08d) P9T -8Z - - - 565E 9E6tr OVSV 056E 'CULT z-pzclHi. LJ. (6u1 ION ON-Aqut BW 6ugvDD)P9T-X (6u.4IDN XON-.18qulaW pawn)ZIT-I X POT-9Z OpTZ 0890 06EP ME Hem StiBSZ 3I21 'SO'TZ60 -90 Cislof)W-T x POT-91 SE'S8Z8Tld Wmd) P9T-8Z OEEZ 596E 596E S989 'LSLT ozal L 9.L (6u)OoN xDW-aagwaW 6ulwnj)p9I-OZ (6u)llnN xaW-JaquraW PDPD:))POT-0? - SLTE 009E WE op6Z Z'�Zf1111 psiof)P9I-9 (and)p9I-6I OSST 506E SSIE SBLZ Z gesnHH '��s5z as 'SO'Tz6O -90 ' (aslaf) POT-ZT SE'SSUT7d (aasA P9T -8T - S8ZZ ME OZ6Z OtiSz %8LT Z-9Z4H.L 54. (6uli)nNXDW-.Jagwa;q 6ul tuaJ)p9I-OZ pegwaW 6ulduo3)p9I-oe (6ulllnN xDN-jaquraW papla.�)Z/T-T x POI-oZ (jagwaW papin.))Z/T-T x poi-II SSST 009E MIR 066Z 9Zn1H Et78SZ IdV 'SO'TZ60 -90 ' Odor)Z/T-T x POT-ZT 5E'58EMI (aaUA PgT-8T - - OLTZ 090E SS8Z Sept 1C81.T 9Z0 Hl tVl HHU546 2790 13160 3410 11550 14-16d(Face) 6-16d(Joist) T9 THD4B 1781, 3950 4540 4935 2595 - 28-16d (Face) F113285.35 16-10d (Joist) .06- 0921.05, RR 25843, - 13116-R HHUS48 4210 4770 5I40 2000 22-16d(Face) 8-16d(Joist) T10 THDH26-2 1881, 3915 4565 4795 2235 - 20-16d(Face) FL821J5, 8- 16d(Joist) 06- 0921.05, RR 25779, 13116-R HGUS26-2 4355 4875 5230 2155 20.16d(Face) 8-16d(Joist) T11 THPH26-3 1881, 3915 4505 4795 2295 20-16d{Face) FL821.75, 8-16d (Joist) 06- 0921.05,: RR 25779 HGUS26.3 4355 4875 5230 2155 20-16d(Face) 8-16d(Joist) T12 THDH28-2 188:4 6535 7515 8025 2665 - 36-16d (Face) FL82L77, 10-16d (Joist) RR 25779, 13116-R HGU528-2 7460 7460 7460 3235 36-16d(Face) 12-16d(Joist) T13 THDH28-3 1881, 6770 7785 8025 2665 - - 36-16d (Face) FLB2L77, 12-16d (Joist) 06- ' 0921.05, RR 25779 HGUS28-3 7460 7460 7460 3235 36-16d(Face) 12-16d(Jo(st) USP Structural Connectors�. 1= � Name: Address: STRUCTURAL Customer: CONNECTORS' A M'fi eiCCompany Contact: Number. Fastener Comparison Table '_;�F��`ayc==mil�Fe'.+,er."=:eY=L. ^c,.0 �c-w�:_ �� ��G�:-iav;t-t Y�!� -a' �'�-�-.�.�z.�r �u-+ac..•a �;c:�=•�z-�,..-.�.w___ ---=;� r..Z...=t -:.�._..,_.-,- ^'iF-'��.v':_ �'`-�ys"t�i�. �j'r_�•_ +-." _ "»y4�a-s-��L _' '_r• ^.4-rrc9'..s"lr.: =7r:1`.' t- per v ''_tZ -.-5•:" �?� e� �`�x,.�,_._. �-•v _>:��.'�.= _ � �=`t:����-�-:�-.�'r°�•�-�.��Connector-_°�c6eduTe,=�,.�=w.�, •-��=.��- -w�=s��==.�-�'• i-�. - _..::�- __.�.....:._�_.?,._� _,.•S.-.�s:...JZ:�.1.�,ts<`,'.':.n x'.�':.,-.�:fr'-rsr..�'-.=•- -s>t....r.:�t.r•c=rs•�'-..�"�S�.����,w-qc��7+� �-.. .,+2A_z._-.+..�r. _,-,_".• -• -.c .,....�c 4: _...... �,os: Y`7 =� .'.�:•-`�'S-'r�s��°3: '�' .%�ig�?-u'`a�,:-.� :ti¢iu-'..c.^",y4�;` �':<..fi r,=-5cr-'r:`' ,�? .-i r =� .� '-:a.-,s. yam:, '' _.. •���rO�S�r1�6��'�'�,-, T1 JUS24 4-10d(Header) LUS24 4-10d(Pleader) 2-lad(Joist) 2-I0d(Joist) T10 THDH26-2 20-16d(Face) HGUS2Fi-1 20-16d(Face) 8-16d(Joist) 8-16d(Joist) T21 THDH26-3 20-16d(Face) HGUS263 20-16d(face] 8-16d(Joist) 8-16d[lu" T12 THDH28-2 36-16d(Face) UGUS28 2 36-16d(Face) 10-16d(Joist) 12-16d(Joist) T13 THDH28-3 36-16d(Face) HGUS28 3 36-16d(Face) 12-16d(Joist} 12=16d(Joist) T2 JUS26 4-lad(Header) LUS26 4-10d(Header) 4-10d(Joist) 4-10d(Joist) T3 MSH422 22-lod(Face-Face Max Nailing) THA422 6-16d(Carried Member-Fax Mount) 6-10d (Face-Top Max Nailing) 6-10d(Carried Member-Top Flange) 6-lod(Joist-Face Max Nailing) 22-16d(Face-Face Mount) 6-lod(Joist-Top Max Nailing) 2-16d(Face-Top Range) 4-10d (Top-Top Max Nailing) 4-16d(rap-Top Flange) T4 THD26 18-16d(Face) HTU26 11-10d it 1-I2(Carried Member) 12-10d x 1-1/2(Joist) 20-IOd x 1-112(Carried Member- Max Nalling) 20-16d(Carryig Member) 20-16d(Carrying Member-Max Nailing) TS THD26-2 18-16d(Face) HHUS2&2 14-16d(Face) 12-10d(Jaist) 6-16d(Joist) T6 THD28 28-16d(Face) 147U28 26-IOd x 1-112(Carried Member- 16-10d x 1-1/2(Joist) Max Nailing) - 26-16d(Carrying Member-Max Nailing) -17 TH MS-2 28-16d(Face) HHUS28-2 22-16d(Face) 16-10d(Joist) 8-16d(Joist) T8 TH046 18-16d(Face) HHUS46 14-16d(Face) 12-10d(Joist) 6-16d(Joist) IT9 THD48 28-16d(Face) Tl� 22-16d(Face) 16-10d(Joist) 8-16d(Joist) USP Structural Connectors j `1 1 Address STRUCTURAL Customer. CONNECTORS7 A MiM 7 Company Costae Number- P - •5 4Y - o ems: JUS24 (Qty.-1) THDH26-2- (Qty.- 1) THDH26-3 (Qty.1) r - THDH28-2 (Qty. 1) THDH28-3 (Qty. 1) JU526 (Qty..1) �� •: ,:�.'' a Left ._��, mangeZR M.- w �y\�D Right s 9IW4 ►v flange MSH422 (Qty.•1) THD26 ((2ty 1) THD26-2 (Qty.-1) Left ��; Left �. flange flange s ' t 1211.3-1, Mr. _ �•'���''1O?'r -'e2's•�,".a,��sib F �.. �w'7i� RightW Right flattge flange THD28 (Qty.-1) THD28-2 (Qty.-1) THD46 (Qty:1) USP Structural Connectors j slccpauuoD 15 dSf► acis �l+t*d pp� �wpN t. N3�Ei FLf7B I=k.DM Thm 1 t .Idr APSeretez octiprtatl AtRDOMHUSSES,FORT PEACF-R.3` G HurC7350sJun222012t.'rrtY73'Dtdmh222D12MTekMctcvri-S,1nnFriflct19136:522MPagei I37YU4 90bXb;E=- lbnX3yRS 4 td4d9640EN705uF1,g6451�a� I is 4445 9.9-11 9--m 1 2.415 5-1A 461 2-1 1rid O-D.6 we scele _ TYPICAL HIPJACK CONNECTION I` -1 TSTBK MAX 55 PSF MAX-ROOF LOAD ratter 170 MPH EX C H=25r MAX . `�''13' 4 24 t4 2. 12 2F4 Nall W 3 12 o rp n m� R AILM T1 / HAILED [ 11 a an comerjack L+dh 2115d toe nstlsTCeCt p. E 1 13 IN t 14 1B 7 16 r ° Nam NARM 75x:n MLID _ 3r+= Nall® NAh_5D NAIL-0 21 strap 6-1 ad.15' eadltnd 5-1-9 9.9-'Li 19• 1 51-9 4-8-1 11 6 a PlateOffmts X. : :0-0-8 0-i LQA13WG(p-0 SPACING 24D CSi 13m in Qoe) Udeft Lid PLATES GRIP CLL 30.0 Plpies Increase US TO 0.71 Vert(LL) -DM 6 7 >999 350 Mm 244119D TCDL 15.0 Lumber Increase 125 BC M49 Vert(i-L) -0.09 6-7 >9099 240 BCLL 0.0• Rep Stress Inc NO WE 0.50 Hoa(TL) 0.01 6 nra nla COL' 10.0 Coda f=RC201CUPOM7 (Matt") Weight':Ib FT-DY. BRACING OP CHORD 20 SYP M 38 TOP CHORD Stnrciural mod shealhirg directly applied or 8 0-0 oc puriins. BOT CHORD 54 SP No.2 BOT CHORD Structural good sheathing directlyapplied or Ba-.' cc bracing WEBS 2x4 SP No.3 Week rmormnend5 that Stabilizers and required cross bracing be installed daring inns erection,in acordznce with Stabilizer Instafia8on guide. I REACTIONS Qbrs1ze) 4-1 BWvbchanical,2-608010-15 (mia.0-1-8).6-352+MechanIcal Max Horz2-308(LC 4) Max UpfiR4--1S6(LC 4).Zr-382(LC 4),6--159(LC 8) Max G v4-219(LC 2),2-i34(LC 2).6-412(LC 2) FORMS (lb)-161m CompjV=Ten.-All forces 250(lb)or less- inept when shovm. TOP CHORD 211-.933f645.l l-12--B56Go7,3.12--845i303 BOT CHORD 214--6811U11,14-15--139i846,7-15-4391848.7-16--4391848.a'r t 6--53.B 8 WEBS' 3.6--9164-75 Ni rES 1)Wind:ASCE 7-10;170mph(3-second gust)Vasd-132rnptr.TCDL-5.0ps1;BCDL-S.Opsf;h-Mn;COL 0;Exp C;Ertel.,GCpi-L18; MWFPS(envelope);cantilever left and right exposed,Umber DOL-133 plate grip DOL 133 2)This truss is not designed to support a ce"and is not IMendedlor use v6tem aesthetics are a consideration- 3)Plater checked for 2 plus or rtonus 0 degree rotation about its center. 4)This truss,has been designed for A 10.0 psf botiam chord five load noneoncurrerd with any other live loads. 5)'This truss hs been designed fora five load of 20.Qpsf on the bottom chord in all areas where a rectangle 3-6r0 tall by 2-D-0 wide%Q fit beh,&en the bottom chord and any outer members. I ``,llltlilf!!!/7 _ ��`� DVS S•k �''% N amass Luz: STATE OF - `' 1109 COASTAL BAY BOYNTON BC,FL 33435 - - 10t201'12 t: d TYPICAL ALTERNATE BRACING DETAIL . FOR EXTERIOR FLAW GIRDER TRUSS 12 4 12d PITCH TRUSS -24 ' 4 12d MAX 30" (2 --50) UPLIFT CONNECTION �' .��`��,�V.``'.•'SI.K<''�, SEE ROOF TRUSS 2x6 2 SP BOTH FACES ,J,,.'4�GENS •'. � - �ryy n EXTERIOR FLAT �y , w GIRDER ) P �N H� iO STATE OF 1109 COASTAL BAY BOYNTON BC,FL 33435 10/19/22 FE13RUARY 14,20T12 �J STANDARD P)CGYBAGK TRUSS ST PIGG PEBRUARY 14,2D12 Y PERP. CONNECTION DETAIL(PERPENDICULAR} ® IGi ek Industries,chesmr6erd,two page 1 of 1 I�EB MAX MEAN ROOF HEIGHT=30 FEET BUILDING CATEGORY-11 WIND EXPOSURE 8 orC WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05100 MPH(MWFRS) WIND DESIGN PER ASCE7-10125 MPH(MWFRS) MMek Industries,Inc. DURATION OF LOAD INCREASE FOR WIND LOADS:1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES , TRANSFERING DRAG LOADS(SHEAR TRUSSES ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEERDESIGNER ARE REQUIRED. _ I THIS DETAIL SHALL BE ONLY USED FOR RESISTING A VERTICAL-WIND UPLIFT UP TO 140 LEIS MAXIMUM AT EACH CONNECTION POINT. BUILDING DESIGNER IS RESPONSIBLE FOR THE LOAD EXCEEDING THIS LIMITATION ANDlOR IN OTHER DIRECTIONS. PIGGY-BACKTRUSS (CROSS-SECTION VIEW) ATTACH PIGGYBACKTRUSS Refer to actual truss design drawing for TO BASE TRUSS WITH addrtforral piggyback truss information. (2)-16d(0.131"X35-)NAILS TOENAILED. NEARSIDE /FAR SIDE NOTES FOR TRUSS: 1. THIS DETAIL IS VALID FOR ONE-PLY PIGGYBACK TRUSS ONLY: 2 THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES MUST BE.SDUTHERN PINE OR DOUGLAS FIR-LARCH LUMBER: 3. THE SPACING OF PIGGYBACK TRUSSES AND BASE TRUSSES IS FT OR LESS: 4. THE PIGGYBACKTRUSSES SHOULD BE PERPENDICUI ARTO BASE TRUSSES. 5. PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPLIFT AT CONNECTING POINT. `1111r1111/11111 FLATTOP CHORD ' cfrJNS OF BASE TRUSS - F -• i *'. N 34869 ` BASE TRUSS(SIDE VIEW) _ =_ Refer to antral truss design drawing --U for adcNonai base truss information. _ LU 'o STATE OF NOTES R]RTOE-I+IAIL: • ' �� P_�i ``� • 1.TOE-NAILS E MEMBER AND DRIVEN A STARTED iJ3 THE LIEN 30 DEGREES OF THE ,jsr O((AX- ! \ NAIL FROM THE MEMBER END AS SHOWN. 1109 COASTAL' BAY 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF BOYNTON BC,FLI 33435 NAILS SHALL BE.SUCH ASTO AVOID UNUSUAL SPLITTING 10/19�12 OFTHE WOOD. I i i I I FEBRUARY 14.2012 Standard Gable End Detail SHEET 2 00 ® MiTek industries,CheAterheV_MO Page 21,2 EV:IM ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD � Trusses La7 24"O.C. moo HORIZONTAL BRACE 2ffi DWGONALBRACE SPACED:e•O.C. (SEE SECTION A-A) ATTACHED TO VERTICAL WITH()-16d MITek Industries,Inc. Roof Sheathing COMMON WIRE NAtlSAND ATTACHID TO BLOCKING WITH(5)-10d COMMONS. Max. ITIS THE RESPONSIBI ITYOF THEBLDG DESIGNER OR EPRO JECTENGIN EEFdARC HTECTTODESIGN THE NAIL DIAGONAL BRACETO CELIGDW41RAGMAND ITSATTACHMENTTOTHE IL WITH dNAIL S llMESTO RESISiALL OUT OF PLANE LOADS THAT MAYRESULTFROM THE BRACING OFTHE GABLE EN P(4PURLGV FASTENED TO FOUR TRUSSES WITH TWO isd NAILS EACH.FASTEN PURLIN TO BLOCMG W17W015d NAILS(MIN) - Diag.Brace \ PROVIDE2x4BLOCKINGBEIWEENTHETRUSSES at 113 points SUPPORTWGTHE BRACE AND THETWOTRUSSES; if needed \ ON EITHER SIDEAS NOTED.TOENAIL BLOCIONG TO TRUSSES Wf i H(2)-1 Od NAILS AT EACH END. ATTACH DIAGONAL BRACE TOBLO=Na WITH End Wall -10d COMMON WIRE NAILS. CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURALGABLETRUSSES MAYBE BRACED AS NOTED: STRUCTURAL METHOD 1:ATTACHA MATCHING GABLE TRUSSTO THE INSIDE STRU T RAL FACE OF THE S RUC i URAL GABLE AND FASTEN PER THE USS FOLLOWING NANNG SCHEDULE. METHOD 2:ATTACH 2X SCABS TO THE FACE OF EACH VERTICAL AL�IG MEPABER 09-THE STRUCTURAL GABLE PER THE FOLLOWING VE>a CAL NAILING SCHEDULE.SCABS ARETO BE OFTHE SAME SIZE,GRADE AND SFECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: •FOR W IND SPEEDS 120 MPH(ASCE 7.98,04 05).150 MPH(ASCE7-10)OR LESS,NAILALL . AAMM8ERS WITH ONE ROW OF1Dd�131-XX)NAILS SPACED 6-0.0: FOR W IND SPEEDS GREATER 120 MPH(ASCE 7.98,02,M L 150 MPH(ASCE 7-1 o)NAILALL MEMBERS WITH TWO ROWS OF 10d�131-X 31 NAILS SPACED 6-O.C.t2X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE I VAUDANDARETOBE FASTENED TOTHESCABSOR LVLAYEDSTUD VERTICALSTUDS OFTHESTANDARD GABLETRUSS 064 THE LVTERIOR SIDE OFTHE STRUCTURE. RUC7URAt AN AOEOUATE DIAPHRAGM OR OTHER METHOQ pF,Q CING MUST GABLE TRUSS BE PRESENT TO PROVIDE FULLLATE[1AL t�Rl'b)�f'b oTT00.H ' CHORDTDRESISTALLOUTCFPLIN 'dA�E ING"OWN IN THIS DETAIL IS FORTHE VEEiTCAI�(5 � EN NOTE:THIS DETAIL IS TO BE USED ONLY FOR I N 341369 • -*'_ STRUCTURAL GABLESwRHINLAYED — - MD&TRUSSESWiTHOUTINLAYED '• ' STUDSARENCITADDRESSEDHERE _9 1 LU STATE OF STANDARD •-'•.!�LORIDP.-•��j �� GABLETRUSS s'ONA� 13-09 COASTAL BAY BOYNTON BC,FL 33435 FEBRUARY 14,2012 STANDARD PIGGYBACK ST-PIGGY PLATE TRUSS CONNECTION DETAIL t�O MTetc IndusMes,Che*aftrd,MO Page 1 of 1 =aa DOO G�»O a NGi ek Industries,Inc. ' 'ibis detail is applicable for the forlohving Wind conditions: ASCE 7-98,ASCE 7-02,ASCE 7-05,ASCE 7-10 lftrmd Standards under all enclosure and exposure conditions as long as no uplift exceeds 377 lbs. Refer to actual piggyback truss design drawing for uplift. NOTE: This Detail is valid for one ply trusses spaced 24"o c.or less. PIGGYBACKTRUSS fiefer to actual truss design drawing for additional piggyback truss information_ Attach piggyback truss to the base truss marsh 3'xB"TEE-LOCK Mul i-Use connection plates spaced 48'o.c- Plates shalt be pressed into the piggyback truss at Or o.c.staggered from each face and nailed to the base truss with four(4)-Sd(I-TxO.0997 riaiis in each plate to achieve a maximum uprift capaciy of 3-77 lbs. at each 3"x8"TEE-LOCK M1u*Use connection plate- (Mkdmum of 2 plates) Attach each purlin to the top chord Of the base truss. (Purlins and connection by others) Mi low �,-EASETRUSS Refer to actual truss design drawnng for additional base truss information. SPACE PURLINS ACCORDING TO THE!vWQMUM SPACM ONTHE TOP CHORD OFTHE BASE TRUSS(SPACING NOT TO EXCEED W O.C.y A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. _ N 34869 - 1 LL': Lu 0• STATE OF •�+�� �i� S•FLORIOQ:.•��j;�� 1109 COASTAL BAY BOYNTON BC,FL 33435 10/19/12 FEBRUARY 14-2012 TRUSSED MALLEY SET DETAIL ST VALLEY SYP C�Q MTek Industries,Chesterfield.MO Page 1 &,1 GENERAL SPECIFICATIONS �co - �� _1.NAIL SIZE=3.5'X 0.131'=16d 2.INSTALL VALLEY TRUSSES(24'O.C.MAXR,6UM)AND SECURE PER DETAILA M7ek Industries,Irr. 3-BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. GABLE ENO.CONWON TRUSS 4.BASE TRUSS SHALL BE DESIGNED WITH A PURUN SPACING OR GEMERTRUSS EOUILIVANTTO THE RAKE DIMENSION OFTHE VAIIEYTRUSS SPACING. S.NAILING DONE PER NDS-of It.VALLEY STUD SPACING NOT TO EXCEED 43'O.C. 7.ALLLUMBER SPECIES TO BE SYP. tlg 0 •4 pp sill ti 1� ' SASETRUSSES VAU.EYTRUSSTYP[WL 1 i LL 1 ' VALLEY TRUSSTYPICAL GABLE END.COMMON TRUSS P i2 OR GIRDER TRUSS SEE DETAIL A BELOW(IYP.) SECURE VALLEY TRUSS W/ONE ROW OF 16d NAILS 6'Q.G. WIND DESIGN PER ASCE 7.98.ASCE 7 02.ASCE 7-05 12D MPH WIND DESIGN PER ASCE74D 1SD MPH ATTACH 2x i CONTINUOUS Nap-SYP MAX MEAN ROOF HEIGHT-30 FEET -MINIMUM TO THE ROOF W/TWO 16d(0.131'X 3.5•)NAILS CATEFGORY PITC It BUILDING WIZ MAXIMUM 10/12 INTO EACH BASE TRUSS. EXPOSURE C OR B WIND DURATION OF LOAD INCREASE, 1tF0I I 1 I MAXTOP CHORD TOTAL LOAD-E,AP§s` MAX SPACING-Z4r or-(Basr�x►N FS.F-•..f( MINIMUM REDUCEI DEAD L�G1�D,�Q F�� : ONTHETRUSSES \ �v:•'��GENS�c'•.�� i N 34859 ' cr_ 0' 70 19/12 Lug STATE OF . DETAIL A %. 3-!�Co..... .. . (MAXIMUM 1"SHEATHING) `���,1QNA tee, N.T.S. 110 9 COASTAL BAY BOYNTON BC,FL 33435 � r 44 OCTOBER 1.2006 LATERAL TOE-NAIL DETAIL ST TOENAIL SP MTekln F —,s,chesbAeld.MO Page 1 orl NOTES: 1.TOE NAILS SHALL BE DPJVEN AT AN ANGLE OF 45 DEGREES WII7-iTHE MEMBER AND MUST HAVE FULL WOOD SUPPORT- (NAIL MUST BE DRIVEN THROUGH AND o E)QT AT THE BACK CORNER OFTHE MEMBER END AS SHOWN. 2_THE END DISTANCE.EDGE DISTANCE.AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLFMNG OF THE WOOD. MTTek Industries,Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OFTHETWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001(lb/nail) 7 DETAIL APPLICABLE THE THRREE E END DETAILS SHOWN BELOW DIAM. SYP OF HF SPF SPF-S .131 88.9 80.6 692 BSA 592 p 135 93S 856 74.2 725 63.4 VIEWS SHOWN ARE FOR ILLUSTRAMON PURP ONLY .162 1083 99.6• 864 84.5 73.805a S a+! Z 128 74.2 673 58.8 B 503 Jo 128 ?53 69.5 603 599 51.1 SIDEVIEW SIMMEW 2�NAILS') .148 A14 74.5 64B 632 525 3 L5 C NEARSIDE NEAR SIDE VALUES SHOVW4 AF—;=CAPACITY PER TOE-NAIL NEAR SIDE APPUCAa E DURATION OF LQaD INCREASES MAY BE APPL 20Lvlq---q NEAR SIbE NEAR SICK EXAMPLE: (3)-16d NAILS(.167 dam.--3SI WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3(nails)X 84.6(lb/nail)X 1.15(DOL)=291.51b Mawimbin Capedly ANGLE MAY ANGLE MAY ANGLE MAY VARY PRONE VARY FROM VARY FROM 30°TO SO 30'TO 60' 30°TO 60° 45.00' 45.01V 45.00° /? `kx%%jIllllItl77! S 8.1f 'irf I- dv,1,9 g � 10/19/12 STATE OF..1ORlOP.-'�rN 1109 COASTAL BAY BOYWON BC,FL 33435 OCTOBER 't, 2006 UPLIFT"TOE-NAIL DETAIL ST TOENAIL_UPLIFT �� ��pp ® lairds Industries,Ch.:serfiatd.MO Page 1 of 1 NOTES 1 \/ I� L� 1.T01=WAILS SHALL BE DRIVEN AT AN ANGLE OF 30 pEGREES WfTH THE h1BTER 0 o AND STARiID 1/3 THE LENGTH OF THE NAIL FROM THE MENSER END AS SHOWN. 2.THE END C(STANCE.EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THEWOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OFTHE BOTTOM CHORD SPECIES MTek Industries,Ina OR TOP PLATE SPECIES FOP.M6ZERS OF DIFFERENT SPECIES END VIEW SIDE VIEW 0.00• TOP PLATE _ OF W NEARSIDE L NEAR SIDE U3 V03AS SHOWN ARE FOR FAR,SIDE ILLUSTRATION PURPOSES ONLY TOENAIL WITHDRAWAL VALUES PER NOS 2001(lb/nail) DIAM. SYP I DF HF SW SPF S O .131 59.5 45J 313 293 20.3 p .135 I 503 • 47.5 I 32.5 30.7 20-9 fn .162 I 72.3 SID 39.1 36.8 25.1 Z 128 53.1 41 20.7 27.0 18A OJ _131 1 543 429 1 293 27.7 183 N 148 SIA 48.3 332 31.3 21.3 10J3.9/12 M co .120 459 36.7 74 23A 153 111)ll//'/ o .128 493 38.6 2fi5 25.0 17.0 ��� `�S S•k ��ii b .131 50.1 ' 39.6 27.1 25.5 17.4 .143 56.6 443 30.6 28.9 19.6 *'; _ N 34869 VALUES SHOWN ARE cAPAa'cy PE R TOF.WL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. -_ � � . LU EXAMPLE (3)-16d NAILS(.162"dam.x 3.51 WITH SPF SPECIES TOP PLATE �Dim" � STATE OF Forlhtnd DOL of 133: i' S:F�OR1flp;.=-`�;��� 3(nails)X 36.8(lb(nal)X 1.33(DOL forwind)=146.8Ib Maximum Allowable Uplift Reaction Due To Wmd ForYund DOL of 1.60: 3(nails)X 36.6(!b/nap)X 1.60(DOL forvrind)=176.61b Maximum Allowable Uplift Reaction Due To Wind 1109 COASTAL BAY If the uplift reaction specified on Me Truss Design BOYNTON BC,FL 33435 Draladrtg Is more than 146.8 lbs(176.6 lbs)another mechanical uplift connection must be used. USE(3)TOENAILS ON ZA BEARING WALL ^`USE(4)TOE-NAILS ON Z 6 BEARING WALL