The URL can be used to link to this page

Home My WebLink AboutRevisions - Truss Drawing 4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 PH: 772-409-1010 F)(- TT2-409-1.G15 1313fw►vvrA1 Truss coin -- - - - SRU-55ES, - - -- - - - - - POO A'+LOINID : 0lRP0RAT,l0N- TRUSS ENG' I,,NEERIN ' BUILDER: RENAR PROJECT: MORNINGSIDE COUNTY: ST LUCIE LOT/BLK/MODEL: LOT:6 / BLK:5 / MODEL:CAYMAN 1763 / ELEV:B3 / MORENO JOB#: 70065 MASTER#: XRMSCMB3L144X8 OPTIONS: STANDARD I ' C � Lumber design values are in accordance with ANSI(TRI°1-2007 section 6.3 #= 0 A-1 RUIN These truss designs rely on lumber values established i by others. TRU55E5 A FLORIDA CORPORATION I ! RE: Job XRMSCMB3L144X8 No. Seal# Truss Name Date ' 37 STDL11 STD.DETAIL 1/24/18 38 STDL12 STD.DETAIL 1/24/18 39 STDL13 STD.DETAIL 1/24118 40 STDL14 STD.DETAIL 1124/18 I i 41 STDL15 STD.DETAIL 1/24/18 42 STDL16 STD.DETAIL 1/24/18 I i � I i I I I i •I i I j Page 2of2 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 A-7 ROOF These truss designs rely on lumber values established by others. TRUSSES A FLORIDA CORPORATION RE: Job XRMSCMB3L144X8 A-1 Roof Trusses 4451 St Lucie Blvd Site Information: Fort Pierce,FL 34946 Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE Lot/Block: Model: CAYMAN 1763 Address: Subdivision: City: County: St Lucie State: FL Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: License#: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 160 MPH Roof Load: 37.0 psf Floor Load: 0.0 psf This package includes-108 individual,dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet,I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G 1 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 A0127142 A01 1/24/18 13 A0127154 B04 1/24/18 25 A0127166 J5 1/24/18 2 A0127143 A02 1/24/18 14 A0127155 B04GE 1/24/18 26 A0127167 T01GE 1/24/18 3 A0127144 A03 1/24/18 15 A0127156 C01G 1/24/1 227 STDL01 STD.DETAIL 1/24/18 4 A0127145 A04 1/24/18 , 16 A0127157 CO2 1124/18 28 STDL02 STD.DETAIL 1/24h8 5 A0127146 A05 1/24/18 17 A0127158 CO3 1/24/18 29 STDL03 STD.DETAIL 1/24/18 6 A0127147 A06 1/24/18 18 A0127159 C04GE 1/24/18 30 STDL04 STD.DETAIL 1/24/18 7 A0127148 A07 1/24/18 19 A0127160 C05 1/24/18 31 STDL05 STD.DETAIL 1/24/18 8 A0127149 A08 1/24118 20 A0127161 CA 1/24/18 32 STDL06 STD.DETAIL 1/24/18 9 A0127150 A09GE 1/24/18 21 1 A0127162 CJ3 1/24/18 33 STDL07 STD.DETAIL 1/24/18 10 A0127151 B01GE 1/24/18 22 A0127163 HJ2 1/24/18 34 STDL08 STD.DETAIL 1/24/18 11- A0127152 B02 1/24/18 23 A0127164 HJ5 1/24/18 35 STDL09 STD.DETAIL 1/24/18 12 A0127153 B03 1/24/18 24 A0127165 J2 1/24/18 36 STDL10 STD.DETAIL 1/24/18 The truss drawing(s)referenced have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided byA-1 Roof Trusses, Ltd. Truss Design Engineer's Name: Anthony Tombo III My license renewal date for the state of Florida is February 28,2019. NOTE:The seal on these drawings indicate acceptance of professional ��, engineering responsibility solely for the truss components shown. `45 `{®I *rQ dIrf� The suitability and use of components for any particular building is the responsibility of the ♦+ ►`• I� ' •+.�0 :0 building designer,perANSI/TPI-1 Sec.2. ♦� �.' '4� °;f�' � The Truss Design Drawing(s)(rDD[s])referenced have been prepared based on the a. • � construction documents(also referred to at times as'Structural Engineering Documents) t ; y' w provided by the Building Designer indicating the nature and character of the work.The design criteria therein have been transferred to Anthony Tombo III PE by[Al Roof • e "= Trusses or specific location]. These TDDs(also referred to at times as'StructuralDigitallysigne T. Engineering Documentsl are specialty structural component designs and maybe p pT Tombo,III 11 projects deferred or phased submittals. As a Truss Design Engineer(i.e.,Specialty DN:c=US,st=Flo • ��►� Engineer),the seal here and on the TDD represents an acceptance of rofessiona1 T m h Engineo=Whole • ; ••• • engineering responsibility for the design of the single Truss depicted on the TDD onT.Jo 1 1 1 bo Tomb eting,cn=Antt1 , �4 ' .o.•• � 1� Building Designer is responsible for and shall coordinate and review the TDDs for Tombo,m,. rf►� �, ♦� compatibility with their written engineering requirements. Please review all TODs all Anthony TambigAtk P.E. 5 Date:2018.01.241539:59-0gL'RITT # related notes. bL'2S1til t # 38 BCA2 2100 00 00 00 4C1287DF ..............._..............................._................................:.._..__.........._....._....................................................... Page 1 of 2 i Job � Truss Truss Type Qty Ply XRMSCMB3L144X8 A01 Roof Special 3 1 A0127142 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Nov 12 2017 Print:8.120 s Nov 12 2017 MiTek Industries,Inc. Wed Jan 24 13:39:13 2018 Page 1 ID:ld OOXyyT61Bi TXoljwHHzefvK-9Z5syIpKXTmig41G2L4SENuPktFRjMOOSY5?IXzs8Qi 1-4 7-3-8 11-10- 9-0-0 25-0-4 132-1-9 11 3M-0 9 4 7-3-8 4 7-1 10 17-1-6 6-0-4 7-1-5 5 10-7 �- 6.00 12 5x10 MT20HS= Dead Load Defl.=7/16 in 6 I 3x6 i 4x6 T 5x6 5 7 4 5 3x4 W6 1.5x4 i 3 W 8 6 1 13 W7 1 W2 14 8x8 II 1 3x4 v 3 9 C0 1 2 018x8 BE 9 iy 0 3.00 12 11 c3 17 16 12 3x6= 4x6= 2x4 I I 2x4 11 Sx10= 3x6= I 7-3-8 11-10-10 , 15 6 0 , 19-1 6 , 27-10-2 _ 38-0-0 Till 4 7-1 3-7 6 3 7-6 8-8-12 10-1;14 Plate Offsets(X Y)— [7.0-3-0 0-3-01 [11:0-3-4 0-3-0] [13:0-2-8 0-5-12] [15:0-5-0 Edge] [17:0-2-12 0-2-01 1 1 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc)I I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.33 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -0.78 11-12 >588 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(TL) 0.47 9 n/a n/a BCDL 7.0 Code FBC2014frP12007 Matrix-MSH Weight:222 lb FT=0% LUMBER- TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2*Except` WEBS 132,134:2x4 SP No.3 3-17=-1411/838,15-17=-1430/2713, WEBS 2x4 SP No.3'Except' 3-15=-691/1563,4-14=-868l707, W7:2x4 SP No2 11-13=-1439/2900,7-13=0/441, BRACING- 7-11=-1 121/579,8-11=-444/459, TOP CHORD 6-14=-546/711 Structural wood sheathing directly applied or 2-2-0 oc purlins. NOTES- BOT CHORD 1)Unbalanced roof live loads have been considered Rigid ceiling directly applied or 4-2-5 oc bracing. for this design. WEBS 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) 1 Row at midpt 11-13,7-11 Vasd=124mph;TCDL=4.2psf;BCDL=4.2psf;h=15 ; MiTek recommends that Stabilizers and required Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cross bracing be installed during truss erection,in cantilever left and right exposed;'end vertical left accordance with Stabilizer Installation auide. exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise REACTIONS. (lb/size) indicated. 2 = 1494/0-7-10 (min.0-1-15) 4)Plates checked for a plus or minus 0 degree 1 9 = 1486/0-7-10 (min.0-1-15) rotation about its center. Max Horz 5)This truss has been designed for a 10.0 psf bottom 2 = -33(LC 5) chord live load nonconcurrent with any other live I Max Uplift loads. 2 = -1047(LC 4) 6)'This truss has been designed for a live load of 9 = -1036(LC 5) 20.Opsf on the bottom chord in all areas where a Max Grav rectangle 3-6-0 tall by 2-0-0 wide will fit between the 2 = 1626(LC 10) bottom chord and any other members. 9 = 1617(LC 9) 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at j FORCES. (lb) joint(s)except at--lb)2=1047,9=1036. Max.Comp./Max.Ten.-All forces 250(lb)or less except 1 OP CHORD LOAD CASE(S) i 2-3=-2725/1590,3-4=-4450/2529, Standard 1 4-5=-3782/2113,5-6=3694/2138, 6-7=-3441/1879,7-8=-2510/1540, 8-9=-2843/1737 BOT CHORD 2-17=1232/2330,4-15=-178/333, 14-15=2018/4039,13-14=-1119/2924, 6-13=1014/2198,9-11=-1409/2474 WEBS 3-17=-1411/838,1 5-1 7==143012 71 3, 3-15=-691/1563,4-14=-868/707, 11-13=1439/2900,7-13=0/441, 7-11=-1 121/579,8-11=-444/459, tl'etiq-rllrstIYnigkpsnil+I'n'1117G INSS'ij ALL}011Ilk'Sd[�1NDG9SC4S19N(34Y'3,2h7G8`u3.11Y1'IrtR rtlrtratllp prmdns ONIlNI,dNbFes Tns!tJf! �Id+tg1Ci1'M ift 1Fiu�T.lcab!&,t1:Sdner!1{fd 1!tI`R O!S¢s FhGYIf!S!dN I!IIt IUb:g4 WTlF�lta�lrTYts 5s11kntlhrs4T15s!ls tdN lslumtlwp:6ansh2,S;aattp Fpgrea'Se sedn¢rPlDrgsls!tnrtxu;Srdrn�IdUndlqsY•nrrt:ixs�lrf'a•Mlefpolte��'kTmslyad nthl�nl.,ni:�T71d.,tl+kslunuoFures brA:n,;xdt7msslneF.4:7. q�ttlony T.Torribb 111 P.E.: dlstd+bslcsssnsmlatlnpii Nlrz>rymtdrtllf,txl)nn-GO+xs't MSrcN r�9r.6e lalfrt9 btuper:gr,u!'lit�l sllliLtleiC Iesh Aeil�iNe¢dTN I.11eq l2dNTU0lNup fisH udtle 1,w,iid¢pttf>ig.sfrge,pCdlasllailneq st Fkth.ryWutd sbiMirs.73r'i�tdrta[Y..k!m"! nioSumlGU oAtx Nntiai at pollnndsselN(iq(t¢rmvlSdery ts!sioAn'sLl; sle im IN Stfl rud—isft wd rlrl:TsissCe w-lLTttltAlal Lude Blvd. . 5riins R1hSees3t!espnernx�W8nxd 4lTnss Utupa ItnsDesaa bauh arliss kxxiGeer wirsi _ . =80.083 phh • R+isefe<uNITo(Mulepee ¢Mli1 firehsirp n lFp spm,nT_ss51M!14uelreap�!d9*III"IM&d�tniuvsltllisRFl, � 44R St.Fort Pierce,FL,34946 Uprrighl02016K-110Ttuisis-AnthooyT,Tombo111 P.I.Repladuoiie'dAisdomm6l,inanylorm ispiobibil5dwdhoutibi'wnntaP6missioo fin AA Rol Tmise"s'-pothony1:Tombo111,P.I: r Job Truss Truss Type Qty Ply XRMSCMB3L144X8 A02 Scissor 3 1 ; AO127jj43 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Nov 12 2017 Print:8.120 s Nov 12 2017 MiTek Industries,Inc- Wed Jan 24 13:39:13 2018 Page 1 ID:ld OOXyyT61Bi_TXoljwHHzefvK-9Z5sylpKXTmig41G2L4SENuPrtHVjM3OSY5?IXzs8Qi 1-4 7-2-1 12-11-12 19-M 25-0-4 30-9-15 38-0-0 9 -0 5 9 11 6-0-4 NO-4 5-9-11 7-2-1 4 6.00 12 5x6= Dead Load Defl.=13/16 in 5 5x6 T 5x6 4 6 1.5x4 1.Sx4 3 2 W3 3 7 T 12 1 5x8= 1 g r; 14 13 11 10 1 v[1 2 3x8 MT20HS% 4x6 W19 t? 3x4 3.00 12 3x4 zz: 1.5x4 Io 1.5x4 II 1.5x4 11 1.5x4 11 4x8 3x10 - 1.5x4 II 30-9-15 3x8!/ 9-10-0 19-0-0 47-1-6 2 1-2 31 -6 38:- s-1o4 9-1-12 81-s 2-840- 7 6-10-1c Plate Offsets(X,Y)— [2:0-2-9,0-1-81,[4:0-3-0 0-3-01 r6:0-3-0 0-3-01 [8:0-3-14 Edge] [8:0-4-0 0-5-12] [8:0-1-13 1-3-51 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.55 12-14 >826 360 MT20 244/190 TCDL 10-0 Lumber DOL 1.25 BC 0.84 Vert(TL) -1.30 12-14 >350 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(fL) 0.80 8 n/a n/a BCDL 7.0 Code FBC20141TP12007 Matrix-MSH Weight:200 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2"Except` T1:2x4 SP M 30 WEBS BOT CHORD 2x4 SP M 30 5-12=-1338/2602,6-12=-977/801, WEBS 2x4 SP No.3'Except* 6-10=-285/576,7-10=-406/445, W6,W5:2x4 SP No.2 4-12=-973/796,4-14=-280/568, WEDGE 3-14=-411/464 Left:2x4 SP No.3, Right:2x4 SP No.3 NOTES- BRACING- 1)Unbalanced roof live loads have been considered TOP CHORD for this design. Structural wood sheathing directly applied or 2-2-0 oc 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) purlins- Vasd=124mph;TCDL=4.2psf;BCDL=4.2psf,h=15ft; BOT CHORD Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); Rigid ceiling directly applied or 4-6-12 oc bracing. cantilever left and right exposed;end vertical left Except: exposed;Lumber DOL=1.60 plate grip DOL=1.60 4-7-0 oc bracing:8-10 3)All plates are MT20 plates unless otherwise MiTek recommends that Stabilizers and required indicated. cross bracing be installed during truss erection,in 4)Plate(s)at joint(s)4,5,6,10,7,14,3,2,8,8,8,15, accordance with Stabilizer Installation guide. 16,17 and 18 checked for a plus or minus 0 degree rotation about its center. REACTIONS- (lb/size) 5)Plate(s)at joint(s)13 checked for a plus or minus 5 2 = 1490/0-7-10 (min.0-1-13) degree rotation about its center. 8 = 1490/0-7-10 (min.0-1-13) 6)Plate(s)at joint(s)11 checked for a plus or minus 4 Max Horz degree rotation about its center. 2 = -33(LC 5) 7)Plate(s)at joint(s)12 checked for a plus or minus 3 Max Uplift degree rotation about its center. 2 = -1042(LC 4) 8)This truss has been designed for a 10.0 psf bottom 8 = -1042(LC 5) chord live load nonconcurrent with any other live Max Grav loads. 2 = 1622(LC 10) 9)'This truss has been designed for a live load of 8 = 1622(LC 9) 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 FORCES. (lb) bottom chord and any other members. Max.Comp./Max.Ten--All forces 250(lb)or less except 10)Bearing at joint(s)2,8 considers parallel to grain when shown. value using ANSIfTPI 1 angle to grain formula. TOP CHORD Building designer should verify capacity of bearing 2-3=-5110/2907,3-4=-4701/2635, surface. 4-5=-3395/1852,5-6=-3395/1852, 11)Provide mechanical connection(by others)of truss 6-7=-4722/2660,7-8=-5103/2926 to bearing plate capable of withstanding 100 lb uplift at BOT CHORD joint(s)except Qt=1b)2=1042,8=1042. 2-14=-2490/4600,13-14=-1906/3874. 12-13=-1902/3899,11-12=-1905/3905, 10-11=-1916/3880,8-10=-2507/4622 LOAD CASE(S) WEBS Standard 5-12=-1338/2602,6-12=-977/801, 6-10=-285/576,7-10=-406/445, Rt,al.npst8pegtltrtae.h"Altoesnasssiifarr!aloar,IrlxsamlranehsnsT=xra:1R,ArKIMID tdE'tats Wirt atsirjor.lnspin'doatnplusT-D.ipDwPt�r-),.Arixaehptr.Te lsr,!,H.Wne.,Sit+le' st.94 s leriseslMmNtlW,pq YlTtf nittaair�flS'1111 be esellelOFT901a Et pill,AS 6IIJ5f O?Gll hnnn1!-Spz:lllh,EeQaH Se StdppYRlDftjf ittapptt¢".S'.felrte lfa{nflal[lttflYll qpq esllilfltb flt(d�t{tVtl:,gdsTnSS dFrQNptlfICU NIr-pin RtI,Ih At1i}ippnriInS,Inp!e3(pt1t1915,SnkI1Mt Anylorl T.Toriibo II edepe1%'I.ssnr WhIls lit'yPlrniliydti0.njt:.0 l`lw-.'heItl1'!6'klltftngeer:9Ftueh.'teltolR 15:alhnyzlx< ult atnlTttetKetnalhrtoopltRrltudetTnp,�. i.�a srare,6min;ppeprtt �u:�nt,nri+>4s of Y I,PE. A I00BOD83 4451 St.Lucle Blvd. Fort Pierce,FL 34946' Copyriybt©761E A-1 ioof Lnssis-Anthpoy 1.iomba III.P.E.Reprodalrion of this domoneol,in soy form is prohibited%ithee:the witlen permission I,=A-1 Roof Trosd-AvIlanyl.Tombs III,P-E- - JrD a Truss Truss Type Qty Ply XRMSCMB3L144X8 A03 Scissor 10 1, ! A0127144 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Nov 12 2017 Print:8.120 s Nov 12 2017 MiTek Industries,Inc. Wed Jan 24 13:39:14 2018 Page 1 ID:ld OOXyyT61Bi_iiXoljwHHzefvK-difE95gylnuZlEtSc2bhnaRagHeDSplYgCgYrzzs8Qh 1-4- 7-2-1 12-11-12 19-0-0 25-0-4 W-9-15 38-0-0 9 4- 5-9 11 6-0 4 6 0 4 5 9-11 7-2-1 �- 6.00 12 5x6= Dead Load Deft.=13/16 in 5 5x6 i T 5x6 4 6 1.5x4 W3 3 1.Sx4 3 2 SB2 7 12 1, N W 5x8= 1 ,Z B 14 13 11 10 1 2 5x6 WB::::. 5x6 WB= 8 0 3x4 1::� 3.00 12 3x4 �o 3x8= 3x8= i 9 10-4 19-M 28 1-12 r 9-10-4 9-1-12 9-1-12 9-10-4 Plate Offsets(X Y)— [2:0-0-5 Edge] 14:0-3-0 0-3-0] [6:0-3-0 0-3-01 [8:0-0-5 Edgel ! LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.57 12-14 >806 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -1.33 12-14' >342 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(TL) 0.83 8 n/a n/a BCDL 7.0 Code FBC2014/TP12007 Matrix-MSH Weight:178 lb FT=0% , LUMBER- TOP CHORD 2x4 SP No.2*Except* NOTES- T1:2x4 SP M 30 I BOT CHORD 2x4 SP M 30 1)Unbalanced roof live loads have been considered WEBS 2x4 SP No.3 for this design. i OTHERS 2x4 SP No.3 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) BRACING- Vasd=124mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft; TOP CHORD Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); Structural wood sheathing directly applied or 2-2-0 oc cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 BOT CHORD 3)Plate(s)at joint(s)4,5,6,10,7,14,3,2 and 8 Rigid ceiling directly applied or 4-6-9 oc bracing. checked for a plus or minus 0 degree rotation about its center. I MiTek recommends that Stabilizers and required 4)Plate(s)at joint(s)13,11 and 12 checked for a plus cross bracing be installed during truss erection,in or minus 3 degree rotation about its center. accordance with Stabilizer Installation guide. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live REACTIONS. (lb/size) loads. 2 = 1490/0-7-10 (min.0-1-13) 6)'This truss has been designed for a live load of 8 = 1490/0-7-10 (min.0-1-13) 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 = -33(LC 5) bottom chord and any other members. Max Uplift 7)Bearing at joint(s)2,8 considers parallel to grain. 2 = -1042(LC 4) value using ANSUTPI 1 angle to grain formula. 8 = -1042(LC 5) Building designer should verify capacity of bearing Max Grav surface. 2 = 1622(LC 10) 8)Provide mechanical connection(by others)of truss 8 = 1622(LC 9) to bearing plate capable of withstanding 100 lb uplift at FORCES. (lb) joint(s)except Qt=1b)2=1042,8=1042. I Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. LOAD CASE(S) TOP CHORD Standard 2-3=-5110/2907,3-4=-4701/2634, 4-5=-3396/1853,5-6=-3396/1853, R 6-7=-4707/2649,7-8=-5119/2927 BOT CHORD 2-14=-2489/4600,13-14=-1906/3875, 12-13=-1902/3900,11-12=-1908/3902, 10-1 1=-191 1/3877,8-10=-2510/4609 j WEBS 5-12=-1338/2603,6-12=-972l795, 6-1O=277/568,7-10=-411/463, 4-12=-973/795,4-14=-279/568, 3-14=-411/464 i Irem;rlm5nar�Nf,eriry nr'illac R'.SSij iEllrYj,fiifi7LIrIMSB[Ck:l➢C4IDR41rWt3�{fr7F,E's�ifM!'irre.tedl trii;�;amalns cdit•�eilSatssL 55'hSm Drsn�;IN;;`nitkLne.�L7urS>Dl lE rdertace SiN»tlrt:it Diles5 N4e•-�Ise il9etredelDD,uy . Gle'[txaDSt;'res ltl!k re/npttttDDbTe rdLL,Is r irrtt CwRri@ees 1tsRnsdr6;neer neud n nrillPteM srgf®met�':edn<;N.rua,d¢;tY ga:rxsPHJa;'s,m tn�+d,a s:rli.s,tt}ad n m RD rd•.raN,m 1.ne tezy n5m;me5,tisi:;�x&P>,r;:mrf57 .Anthony:-(.TgmfwlII,P.E.- e/vef?5lsimsra In.145;ut{e rr5ry5DidArrfea D.v�.ikDaDifse?`rxN nr9 r:ne ratios Desgea.pEe.udddhe R(.neR;al nefslaYa;u/rR7Pil'eeeiprr.rfntIDD eN ortrH.u.rfrie h,55,aid�1-dsa}strq n5n'Idur.nidi(trPs,e5Kui5�;'d. #80D93 Ih laay 3r- rt![.b:rex.iliMeS�ea!a,M ICU r>tl Tams ia3;5dd nrftSr{clfiq[xr;Rvl rderyl�b ornx 7f9jpµ,Ntkrlq sd St4 vt rdnenSW;tieiK,sAatt R Ih4ests resrSnAdnn�dr�5ir 35 Lm,Dsu�a.h5s 0.p Eq-y OII,AS ke.!na?d,Rrt55 4451.St.Lutle Blvd. ' rFstiin irfxe{pAfSd'rd i3ieDi curiS�,Imill dljit,,.I;„N;Tltiii i Sibp6uvr EGrsataJap tS;vl,alm rrs'en Doi"0.1- l9i;.:tll mplSl±da'aim�s tastt nm is� ! Fort Pi2tcC;FL..34Q4fi Zt (o ,M(9201fAAlibf fusses.-Anshan T.Tomblll.P.E.Reiodartioaofthisdorumem,inon'larm;is iobibilidwithoutth€:wflnen e,missionfto_mA-1Reoliraise's--Ambo T;'Tombolll,P.E: P!i 5 Y � P _ Y P P Y, i II Job Truss Truss Type Qty Ply XRMSCMB3L144X8 A04 ROOF SPECIAL 4 1 t A01274,45 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Nov 12 2017 Print:8.120 s Nov 12 2017 MiTek Industries,Inc. Wed Jan 24 13:39:15 2018 Page 1 ID:ld OOXyyT61Bi TXoljwHHzefvK-6xCcMQga350QwNSeAl6wKoziog_7Blfhvsa5NPzs8Qg 1-4 6-9-11 11-1-10 19-0-0 0-11-1 23-3-2 29-6-o 38-0-0 9-4- -0 1111 4-3-15 7-10-6 -11-1 2-3-8 62-14 8-6-0 -4 6.00 12 5x8= Dead Load Defl.=9/16 in 6 4x6 i 4x6 3x6 i T W 7 3 5 4 5x6 3x4 i 8 3 W4 r, 1 W 5 4 7 1 2 N 11 � - d o 3x4� 9 i' 18 17 16 14 2x4 II 4 11 5x = 3x6= 5x6= 2x4 II 4x8 1. 3.00112 3x8 8x8= 1.5x4 11 21-2-10 23-3-2 6-a 111-1-10 11710 19-0-0 0-11-1 23-0-2 29-6-0 38-0-0 fr9-11 4-3-15 0L O 74-6 1-11-1 1-38 6-2-14 8-6-0 0-3-0 0-3-0 Plate Offsets(X,Y)— [6:0-3-4,0-1-41,[7:0-3-0,0-1-121,[8:0-3-0,0-3-01,[9:0-0-10,Edge1,[12:0-5-0,0-6-01,[15:0-5-12,0-4-41,[18:0-3-0 0-2-41 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.46 11-12 >981 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -1.04 11-12 >438 240 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.57 9 n/a n/a BCDL 7.0 Code FBC2014/TP12007 Matrix-MSH Weight:224 lb FT=0% LUMBER- TOP CHORD 2x4 SP M 30*Except* T3,T1:2x4 SP No.2 WEBS BOT CHORD 2x4 SP No.2*Except* 3-18=406/286,15-18=-1092/2204, B2,134:2x4 SP No.3,135:2x4 SP M 30 4-14=-1109/779,6-14=-539/108, WEBS 2x4 SP No.3*Except* 7-11=-816/918,8-11=-465/501, W6:2x4 SP No.2 12-14=-709/1924,6-12=-1756/3457 OTHERS 2x4 SP No.3*Except* 01:2x4 SP No.2 NOTES- BRACING- 1)Unbalanced roof live loads have been considered TOP CHORD for this design. Structural wood sheathing directly applied. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) BOT CHORD Vasd=124mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft; Rigid ceiling directly applied or 4-8-7 oc bracing. Except: Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); 10-0-0 oc bracing:15-17 cantilever left and right exposed;end vertical left WEBS exposed;Lumber DOL=1.60 plate grip DOL=1.60 1 Row at midpt 3)Plates checked for a plus or minus 0 degree 4-14,6-14,7-11,6-12 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 2 = 1507/0-7-10 (min.0-1-15) rectangle 3-6-0 tall by 2-0-0 wide will fit between the 9 = 1482/0-7-10 (min.0-1-13) bottom chord and any other members. Max Horz 6)Bearing atjoint(s)9 considers parallel to grain value 2 = 33(LC 4) using ANSI/fPI 1 angle to grain formula. Building Max Uplift designer should verify capacity of bearing surface. 2 = -1046(LC 4) 7)Provide mechanical connection(by others)of truss 9 = -1033(LC 5) to bearing plate capable of withstanding 100 lb uplift at Max Grav joint(s)except Ot=1b)2=1046,9=1033. 2 = 1641(LC 10) 9 = 1611(LC 9) LOAD CASE(S) FORCES. (lb) Standard Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2771/1595,3-4=-2869/1719, 4-5=-1988/1243,5-6=1891/1270, 6-7=-4186/2454,7-8=-5023/3018, 8-9=-5022/2803 BOT CHORD 2-18=1245/2377,4-15=-220/534, 14-15=1255/2518,7-12=-578/564, 11-1 2=-1 726/3797,9-11=-2384/451 0 WEBS 3-18=406/286,15-18=-1092/2204, Na7iyflene daeytdysxrr la e1128Ci It"!S3{iEILO'}6FiBs[1FLU58(]ti:illfirtS P15I.M[d67d^,d16rC5tEGM[M!'-6rs..ferfyl::itetrrmelnscd n:Asaf�ntas i?ss 7esgn7a y1C,jmltla,Ullxrl.lxSr ll,tf.ldnonr�r53eh!er-e.Ildas NMnifeslmdxdtl�D,uy lG.ei;a-1.r;n,,34Iy ife@et00t,h,;U.As elrxu Oxge Fadu:r1r.S�:nlry6µux;.5e sednarlh0nlrs!m sr•melts;x el the Na!esuxd e[1x�e n;res;xsl111ly4+rie ln�dBe sba!inns lE>!del ss 11e l0U>tl.,xalx rF.l,if&cis:;xmsmynxs,txl e;rNh!161S;setloHk7 Anthon T.To rtibo III,P.E. rd L0'sisTnss nn 1a1lix li the n-a�sitil dcz0!It,0uaers0.'."rd geft lie la11x om !hx' emlxdel15e 18.'.h11:nlee lx:d be. alex.l%i.Itt —!414loo ina FI!e0h,T,,u,x1 W, 9e!ue,uNlld;n ns Ms 09'te N.ens 3-11d Y' s m s yT 1 e. .._ {80083 tts Fa8a;0e!�xed tu..n!r.lO xR dsM:s Re IOD sdn pad:nsml ynsdnesdGe luWy(sayro�llddy h:'nstiw lU;lW sG:tflMeNStOns:dnexedSt.yen,qA eRl eduesis.es�s0lyx:ndl�xrSx L•ns Oesipe.lxs 0esxa hpxe:!afI!iss Wx:easeyxies .LUCIe'611td. d-a fifid byacrfiel xpt isyxe .m.1 by no peci.Im.:,el Tex tors Niip na er WILT to t*lm;n', .,Din-Syr ex;sloee!e!ot 5eiltiq.;1I c1?1&ld sx:as MIA h ltt 44$I$t Lucie l.�� Fort P'IEt. �3494fi Coprri;hl®1016 A-1 Roof busses.-Anthwy i.Tomlin 111.P.(.Reprodortion of this document,!navy from;is prohihiled without the e�fitten permiishn f om A-1 Reof Tfesse's-AothoorT.Toeiho Ill,P.f. i J&b k1 Truss Truss Type Qty Ply XRMSCMB3L144X8 A05 HIP CAT 1 1 A0127146 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Nov 12 2017 Print:8.120 s Nov 12 2017 MiTek Industries,Inc. Wed Jan 24 13:39:15 2018 Page 1 ID:Id_0OXyyT61Bi TXoljwHHzefvK-6xCcMQga350QwNSeAl6wKozlXgzLBIBhvsa5NPzs8Qg 20-11-10 9 r1-4-Q 6-1-11 11-1-10 i 18-0-12 i19-11-4 i 23-3-2 i 30-0-11 i 38-" 39-4-0 6-1-11 4-11-15 6-11-2 1-10-8 2-3-8 7-1-9 --7-7-5 '1-4-0 1�6 6.00 12 5x8= 5x6 11 Dead Load Deft.=9/16 in 5 .6 4x6 5x10 MT20HSI- 7 T 4 4 5x6 3x4 3 W4 1& 9 .5x4 11 T to 5 I W 1.Sx N 12 3x4 2 ci Cl)1 2 0 Z 0 18 16 15 2x4 11 20 19 3x4= 1.5x4 11 3x10 3x6= 5x6= 2x4 11 3x10— 3,00112 8x8= 1.5x4 I I I 20-11-103-0-2 i 6-1-11 i 11-1-10 11r7r10 18-0-12 i19-11-421�-1023r3-2 30-0-11 i _�38-QO 6-1-11 4-11-1s 08-0 1-10.8 0- 0- 0 7-1-9 'I775 1-0-6 1-9-8 Plate Offsets(X,Y)— [4:0-5-0,0-3-0],[5:0-6-0,0-2-8],[6:0-2-4,0-2-8],[8:0-1-15,0-0-0],[9:0-0-0,0-1-12],[9:0-3-0,Edge],110:0-2-9,011-8],[13:0-4-12,0-"],[17:0-5-12,044], [19:0-2-0,0-0-81,[20:0-3-0,0-2-41 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d ff PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0., 12-13 >968 360 i MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -1.08 12-13i >421 240 ! MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.81 Horz(TL) 0.58 10 n/a n/a BCDL 7.0 Code FBC2014ITP12007 Matrix-MSH Weight:248 lb FT=0% LUMBER- TORCHORD 2x4 SP No.2*Except T4,T5:2x4 SP M 30 BOT CHORD BOT CHORD 2x4 SP No.2*Except 2-20=-1273/2414,4-17=-211/518, B2,134:2x4 SP No.3,B5:2x4 SP M 30 16-17=-1241/2505,15-16=-640/1647, WEBS 2x4 SP No.3*Except 7-13=-639/626,12-13=-1730/3802, W7:2x4 SP No.2 10-12=-2403/4537 OTHERS 2x4 SP No.3*Except* WEBS 01:2x4 SP No.2 3-20=-359/269,17-20=-1134/2210, WEDGE 4-16=-1044/729,5-16=-308/609, j Right:2x4 SP No.3 5-15=-253/122,6-15=-1383/518, BRACING- 7-12=-861/958,8-12=-457/504, TOP CHORD 13-15=-844/2206,6-13=-1888/3752 Structural wood sheathing directly applied or 2-2-0 oc puriins. NOTES- BOT CHORD- 1)Unbalanced roof live loads have been considered Rigid ceiling directly applied or 4-8-0 oc bracing. Except: for this design. 10-0-0 oc bracing:17-19 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) WEBS Vasd=124mph;TCDL=4.2psf;BCDL=4.2psf,h=15ft; 1 Row at midpt Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); 4-16,5-15,6-15,7-12,6-13 cantilever left and right exposed;end vertical left I MiTek recommends that Stabilizers and required exposed;Lumber DOL=1.60 plate grip DOL=1.60 cross bracing be installed during truss erection,in 3)Provide adequate drainage to prevent water accordance with Stabilizer Installation guide. ponding. 4)All plates are MT20 plates unless otherwise j REACTIONS. (lb/size) indicated. 2 = 1506/0-7-10 (min.0-1-15) 5)Plates checked for a plus or minus 0 degree 10 = 1483/0-7-10 (min.0-1-13) rotation about its center. Max Horz 6)This truss has been designed for a 10.0 psf bottom 2 = -33(LC 5) chord live load nonconcurrent with any other live 1 Max Uplift loads. 2 = -1040(LC 4) 7) This truss has been designed for a live load of 10 = -1030(LC 5) 20.Opsf on the bottom chord in all areas where a j Max Gray. rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 2 = 1636(LC 9) 8)Bearing at'oint s 10 considers parallel to rain 10 = 1609(LC 9) 9 1 ( ) p 9 value using ANSIfrPI 1 angle to grain formula. FORCES. (lb) Building designer should verify capacity of bearing, Max.Comp./Max.Ten.-All forces 250(lb)or less except surface. when shown. 9)Provide mechanical connection(by others)of truss TOP CHORD to bearing plate capable of withstanding 100 lb uplift at i 2-3=-2801/1612,3-4=-2870/1705, joint(s)except Qt=1b)2=1040,10=1030. 4-5=2050/1304,5-6=-1774/1256, 6-7=4208/2472,7-8=5092/3068, 8-9=4888/2815,9-10=-5047/2815 LOAD CASE(S) BOT CHORD Standard 2-20=-1273/2414,4-17=-211/518, 6¢riep-flint BasgNi rzritr I»'A I)pt.7ti:S3j dllFC16(ile(1(Itli 8[]1{IIC:3[pS1iNR4Td1A(51CS.ft.REXCIma.red(hsip pmntlets etlie�d�tlts»rai foss peso 9sanspjl[;jndtFr AsH»�I.T;eH m,1.r ldrtde!ft+.ELrrK�e Odts!etle�ise stAd to tlr IOd,ulr Wlet;eretasrp�esth9!Si ntlht rteTJDm4e tdM:iseirtis Dssip hcl»u12=;(Smiryhpveu;5e srd»prTDprgrumnnm�aadne Kde:u;ui(cteu»p»sptnililo['n re l»'pndth�?tTnst F,'aelnMlDD sd!,crx ri4l.ihtez aasr?prm Nsto;wem»s,W&j:7 Anthony T.TombO-,li-,P.E.. duE'MtT;rss tx to idllaputlet 4nuti(iipdEe(Mn;l`a Orxis K.aatiNt»Be;MGilWpOesReu.al»udeddtk ltLffi4(ni de b:dkv4a;Ul 91"l ile tipntddhe:Dpoal njrfaH.vdtle)nss,alNt�kilug?,rye»sfdFa;ndMrrj 9f"�f»rtspuusi#3rd' #80083 Mll a;0es: .rk(tc taz it»'e s>tic�ao+peu sdl>•p atnit inl (d nd»e{dWp hep»visddtltMvtu»-UJ;pdAslielrlM ul pr0nttdtrtxe94f se�m1 t.mlt 9ttsaaeryzs"s.+.ntfasmlti0atrms0e4,a ie!s Uesri' ett rallmsxs+dsewn,auis 44515t.Lude Blvd. ' et�tiiieith.»llpe(ntrMepEtdcpttutinfiglpAlpW rzralreArL•Tti;tie hpneeiitlCfextsr:fa;.t;p?n,prTnssf¢tsCapi»rtdwrMilStp.:jll tepps.K!esmmaiahaihifl-I. - Fort.Pierce;FL.34946 Upiijbi02016.A-1 111,P.f.Rep(odostipnofthiiduumert,inooyfdrm,ispm6ibitedpitheuiihi.ridflenpoirksionUomA-1RoofTroliei=41hopyLTomto III,P.f. I .I Job Truss Truss Type Qty Ply XRMSCMB3L144X8 A06 HIP CAT 1 1 111. A0127 47 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altniss.com Run:8.120 is Nov 12 2017 Print:8.120 is Nov 12 2017 MiTek Industries,Inc. Wed Jan 24 13:39:16 2018 Page 1 ID:ld—OOXyyT61Bi TXoljwHHzefvK-a8m—amrCgO8HXX1gkTd9s?WxF4G?wiMr8WJfvszs8Qf 23-3-2 1 6-1-1 11-1-10 16-0-12 20-11-10 2-11 30-4-11 38-0-0 4-11-2 4-10-14 0-11-0 7-1-9 7-7-5 1-3-14 = 5x8 11 6.00 12 5x8 Dead Load Dell.=5/8 in 6 7 3x4 8 4x6 3x6 5 T 6 5x6 3x4 3 4 10 9 m 1 W 5bxl4= 5 1 m (V rill 2 12 2 1 ? 20 19 18 16 31 2x411 1.5x411 3x4= 1.5x4 11 WO = 5x6= 2x4 11 3.00112 8x8= 7x8= 11492 6-1-1 11-1-10 11 710 16-0-12 20-11-10 21 3 2 30-0-11 38-0-0 6-1-1 5-0-9 0-6.0 4-5-2 4-10.14 0- 0-1 20--0 7-1-9 7-7-5 0-8-10 1-0-14 Plate Offsets(X,Y)— [6:0-6-0,0-2-81 [7:0-2-4 0-2-8j [9:0-2-12 0-3-01 [10:0-2-9 0-1-81 [13:0-7-0 0-3-101 [15.0-4-0 0-2-41 [17.0-5-12 0-4-41 [19.0-2-0 0-0-4] [20.0-3-0 0-2-41 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 0.65 Vert(LL) -0.52 12-13 >872 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -1.24 12-13 >367 240 BCLL 0.0 * Rep Stress Incr YES WB 1.00 Horz(TL) 0.78 10 n/a n/a BCDL 7.0 Code FBC20141FP12007 Matrix-MSH Weight:236 lb FT=0% LUMBER- TOP CHORD 2x4 SP M 30*Except* T3:2x4 SP No.2 BOT CHORD BOT CHORD 2x4 SP No.2*Except* 2-20=-1264/2483,5-17=-241/531, 132,134:2x4 SP No.3,135:2x4 SP M 30 16-17=-1188/2544,16-31=-756/1916, WEBS 2x4 SP No.3*Except* 15-31=-756/1916,8-13=-321/390, W8:2x4 SP M 30,W7:2x4 SP No.2 12-13=-2395/4674,10-12=-2391/4665 OTHERS 2x4 SP No.3*Except* WEBS 01:2x4 SP No.2 3-20=-370/273,17-20=-1162/2271, WEDGE 5-16=-874/598,6-16=320/660, Right:2x4 SP No.3 7-15=-3965/1655,9-13=-988/797, BRACING- 7-13=-2664/5761,13-15=-1763/4496 TOP CHORD Structural wood sheathing directly applied or 2-8-2 oc NOTES- purlins. 1)Unbalanced roof live loads have been considered BOT CHORD for this design. Rigid ceiling directly applied or 4-7-15 oc bracing. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) Except: Vasd=124mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft; 10-0-0 oc bracing:17-19 Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); WEBS cantilever left and right exposed;end vertical left 1 Row at midpt 6-15 exposed;Lumber DOL=1.60 plate grip DOL=1.60 2 Rows at 1/3 pts 7-15 3)Provide adequate drainage to prevent water MiTek recommends that Stabilizers and required ponding. cross bracing be installed during truss erection,in 4)Plates checked for a plus or minus 0 degree accordance with Stabilizer Installation guide. rotation about its center. 5)This truss has been designed for a 10.0 psf bottom REACTIONS. (lb/size) chord live load nonconcurrent with any other live 2 = 1507/0-7-10 (min.0-2-0) loads. 10 = 1482/0-7-10 (min.0-1-13) 6)*This truss has been designed for a live load of Max Horz 20.Opsf on the bottom chord in all areas where a 2 = -33(LC 5) rectangle 3-6-0 tall by 2-0-0 wide will fit between the Max Uplift bottom chord and any other members,with BCDL= 2 = -1031(LC 4) 7.Opsf. 10 = -1020(LC 5) 7)Bearing atjoint(s)10 considers parallel to grain Max Grav value using ANSI/TPI 1 angle to grain formula. 2 = 1673(LC 10) Building designer should verify capacity of bearing 10 = 1638(LC 9) surface. 8)Provide mechanical connection(by others)of truss FORCES. (lb) to bearing plate capable of withstanding 100 lb uplift at Max.Comp./Max.Ten.-All forces 250(Ib)or less except joint(s)except at--lb)2=1031,10=1020. when shown. TOP CHORD 2-3=-2878/1599,3-4=-2946/1659, LOAD CASE(S) 4-5=-2894/1676,5-6=2310/1388, Standard 6-7=-2043/1323,7-8=-4017/2288, 8-9=-4132/2160,9-10=-5185/2799 BOT CHORD 2-20=-1264/2483,5-17=-241/531, Ilniq-Ilea".ggf saiwWI-1 tDGi tt,''.S3{1L0rt e4aist lags 14011 DCIS(UHL'si will "cFah(mal•I— n 76 r«Eew pins.4.ak cl imn*PJUI,imilG_}!EV(i5!U•!rIU[I«Y7t,S{sWlryhgluxj,4e seelnurlUDrefrgrE!samE;sr.EdreHalrslrEd Er;.E.e:upu;f?fsldtnrk pele!rnz<,Resupl;Tn!s igp�ad lE tFe IDU ml.,ludEr7711.i�ksi;t muofrms.11rs rg!xEmlEs;sNtEsilf An` 6+I seAAatsssn I�iIF151s11rIP!1Ei 41ay'ln',.Irr,tf:0*aeisE.akINra91r6e1a11 rCevper.aN,durtetdsklt(.1se uln.11,mk+Na.ide dtat l< r.NMltobEai u.11.!Ide:pEss,md sse:.s'erie,lEshllElmEei!«aE�ille!'e« thonyT.Tombo'Ili,P.E.. 3 qi'I'. ut ^s i. ! 9 gicsT;Ttrf. 9 80083 t nelsla*19r!attlfrvEUlcli!Nt �emaltxlDDEdttpan«saty>;fern«d6elNldq(Ecy.nSdeglaserrsmx'tLlilgiskS1y1g1>rSWns«Inswdisry!Inm„aanu lF;lee9«!t!esfex"w:l:ee!m9g'idtthns0efiltd,(;esi0n:sahfiseumlt«,sM.deutrer,sies! 44515t.Lucie Blvd. elsnrse lfFlN 1)aborut m�ENsyeluarmEllf dl yor;I.lE.ses;Tns irfss Deaa Egileer l!lDrC..b lsg;.,i Ffv;ttT:.11,xs rgu!frdat uil5sr.111 mynaf.+Nzmt rtsml.^E.l latt(1, Upyrigbs02DlbkiImMuss-s-AnthonyLIsiahIII,P.E.Repsodumaaofibisdommeal,inanylosm ispfobibitedxilhoutshesrrinenpermissionhnmA-1ReolTfasses-Authaarf:TomboIl,P.f, Fort Pierce,FL 34946 Job Truss Truss Type Qty Ply XRMSCM Job B3L144X8 A07 Hip Structural Gable 1 1' A0127148 Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Nov 12 2017 Print:8.120 s Nov 12 2017 MiTek Industries,Inc. Wed Jan 24 13:39:16 2018 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-a8m amrCg08HXXlgkTd9s?Wzi4l?wgEr8WJfvszs8Qf 1-4 6-9-11 11-7-10 14-0-12 20-11-10 23 11-4 29-11-5 �38-M 9 4 -4 6-9-11 4-10-0 2:2 6-10-14 2-11-10 6-0-1 8-0-11 6.00 12 5x6= 3x4—_ 5x6= Dead Load Dell.=1/4 in 3x6 4x6 6 7 8 3x4 5 T 3x6 5- 4 9 3x4 g 10 3 i RR Cn 1 S \ 1} o 2 l o 0 19 22 21 3x8= 29 1730 15 16 13 3x6= 4x4= 2x4 11 XB: 14 1.5x4 10x10= S 3x6 3x6= 3x4= i 23-11-4 6-9-11 6-9- 11--7-0 1 2 19 -4 3 -4 29-11-5 38-0-0 11 4100 45 6-01 4-10 1 244 I 8-0-11 Plate Offsets(X Y)-- [6.0-3-0 0-2-0] [8:0-3-0 0-2-0] [20:0-5-12 0-5-01 LOADING(psf) SPACING- 2-M CS1. DEFL. in (loc)' I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.32 18-19 >875 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.62 18-19 >452 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.50 Horz(TL) 0.01 11 n/a n/a BCDL 7.0 Code FBC20141fP12007 Matrix-MSH Weight:220 lb FT=0% LUMBER- 1 TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2*Except* WEBS B2:2x4 SP No.3 20-22=-674/1142,3-20=-315/275, WEBS 2x4 SP No.3 5-19=-507/472,7-19=-159/581, BRACING- 7-18=-1018/508,15-18=-1240/489, TOP CHORD 8-18=-340/114,10-13=-330/402 Structural wood sheathing directly applied or 4-4-7 oc pudins. NOTES- BOT CHORD 1)Unbalanced roof live loads have been considered Rigid ceiling directly applied or 6-0-0 oc bracing. for this design. WEBS • 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) 1 Row at midpt 7-18,8-15 Vasd=124mph;TCDL=4.2psf;BCDL=4.2psf;h=15f; MiTek recommends that Stabilizers and required Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cross bracing be installed during truss erection,in cantilever left and right exposed;end vertical left accordance with Stabilizer Installation guide. exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water REACTIONS.All bearings 14-11-10 except(jt=length) ponding. 2=0-7-10,16=0-3-8. 4)Plates checked for a plus or minus 0 degree (lb)-Max Horz rotation about its center. 2= 33(LC 4) 5)This truss has been designed for a 10.0 psf bottom Max Uplift chord live load nonconcurrent with any other live All uplift 100 lb or less at joint(s) loads. except 2=-739(LC 4),15=-527(LC 4), 6)`This truss has been designed for a live load of 13=-357(LC 5),11=-416(LC 5) 20.Opsf on the bottom chord in all areas where a Max Grav rectangle 3-6-0 tall by 2-0-0 wide will fit between the All reactions 250 lb or less at joint(s) bottom chord and any other members,with BCDL 16 except 2=1043(LC 10),15=1368(LC 7.0psf. 10),13=450(LC 9),11=444(LC 9), 7)Provide mechanical connection(by others)of truss 11=399(LC 1) to bearing plate capable of withstanding 739 lb uplift at joint 2,527 lb uplift at joint 15,357 lb uplift at joint 13, FORCES. (lb) 416 lb uplift at joint 11 and 416 lb uplift at joint 11. Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD LOAD CASE(S) 2-3=-1553/994,3-4=-1289/915, Standard 4-5=-1229/931,5-6=1027/806, 6-7=-904/757,7-8=-43/370,8-9=-35/354, 9-10=-67/333 BOT CHORD 2-22=698/1292,5-20=277/346, 19-20=-466/1.013,19-29=-151/438, 29-30=-151/438,18-30=-151/438 WEBS 20-22=-674/1142,3-20=-315/275, 5-19=-507/472,.7-19=159/581, 7-18=1018/508,15-18=-1240/489, I Ywar.Rtn!!ive=1i17!nawr!e R(tCaF'IU51E<;"SP:i17�nF7U RtYS S(G90.taG(CFGIIrtOtfY1L're7.�;ED 4;51'.^i;o:ilrUf kiipprea8ns w(!eer xtn eecis irass[sye Pnig(?OUjm!':r Rr�ra.i.lzsnL rr ictnene i5!dleix!rie.Cress e^�r.+iserene a!6!f:D;ulr liilei'sax�krrla is slid ii eul'.!+ue`G hif etit.hief is rs4tsgnret{ie�pct'!E}-unF he sedxmrT 1!epesr�s�mt'tei:!d�pdesu!oriz aangtrq!crscn Ff!d=J�d�!gxgl:fins 3ryiiklm*10!h,ufss fii1W side nt��ry-,!es ry.s a,;s w_''fi; Anthony T.Totub6 III,P.E.. esl;e i?k;inns daee(6rhya;`6t tyar��h"dtiaC sv 6e0+air's iefSerail artel l!,.tlshl es.'�e<,ii pe<a'a dreellG tli ltt mi�!Iwl Ntllnr tN m111r1,lie arrmai d'telYJ iq arBeifaxdteitmt,bd#p�!11q,ilaa,ka7Froel ka+sU sbU 6eM t,ra:lJjd — dekildn 6a 'ail(xkebr.AAaehssel+!ia�.4ratR eenied h'dredlGa (asesalSd!titdnaG� a><:bs11'Mek V1ee'rzlmu.+fk errei sxe PI1drstas!e filerdisfi!sdsTma7e - BU083 . ..yns _ vpss,unsrtsipiapnnsilinssMaeterasir:ts!se 4451 St:Lurie Blvd. • enesNrilxia ttetUi7 a7i1i?Pe°u.+ Hi.':1eUsme6el.;ee insi 0esryi[r o!caIJ!Re kJ1iq Oisir4lr,a. ;s S;nm Ei~ue.rimrriner;l9 nlm}micasatade!ne!h.{Nd, FD't Pl2rte;FL34946 fcppig61v.9616Adtcdliuued,Aef6earLiem6elB,P.E,Fepscdo�innofixi4de(nmznr,inaaplcsal.ispio�i6iledvii6nmr6err<nenpf!seiisiur,bcxdltnetfiniseiAntEaoyi.TOT SoAF,P.E, I Job Truss Truss Type Qty Ply XRMSCM63L144X8 A08 Hip 1 1 A AO127149 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Nov 12 2017 Print:8.120 s Nov 12 2017 MiTek Industries,Inc. Wed Jan 24 13:39:17 2018 Page 1 ID:Id OOXyyT61Bi_TXoljwHHzefvK-2KKMn6sgbiG89hc1HA8OPD366UfSfDj_NA3CSlzs8Qe 1 4- 7-7-9 12 6-12 18-1-3 25-5 3 30-10-3 38-0-0 9-0 1 4 7-7-9 4-11-2 5 6 8 7-4-1 5 4-15 7-1-13 1-4- 5x6= 3x4 5x6 Dead Load Defl.=1/4 in = = 4 5 6 6.00 12 3x4 i 1.5x4 II 3 7 -`� 4 6 rn 1 ' 2 1. 8 0 1 9 Iv 13 22 23 ' 1124 25 0 15 14 12 10 1.5x4 II 3x6= 5x6= 3x4= 3x6= 3x6= 3x8= 3x6= 7-7-9 12-6-12 23-4-3 30-10-3 38-0-0 7-7-9 4_' -2 10-9-7 7-6-0 7-1-13 Plate Offsets(X,Y)— (4:0-3-0,0-2-01,j6:0-3-0,0-2-01,(12:0-3-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.32 12-14 >885 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.60 12-14 >466 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(TL) 0.03 12 n/a n/a BCDL 7.0 Code FBC20141FP12007 Matrix-MSH- Weight:196 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS WEBS 2x4 SP No.3 3-14=-513/461,5-14=-296/626, BRACING- 5-12=-1238/792,6-12=-877/882, TOP CHORD 6-10=-1098/674,7-10=-453/469 Structural wood sheathing directly applied or 4-10-12 oc puriins. NOTES- BOT CHORD 1)Unbalanced roof live loads have been considered Rigid ceiling directly applied or 6-0-0 oc bracing. for this design. WEBS 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) 1 Row at midpt 5-12,6-10 Vasd=124mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft; MiTek recommends that Stabilizers and required Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cross bracing be installed during truss erection,in cantilever left and right exposed;end vertical left accordance with Stabilizer Installation guide. exposed;porch right exposed;Lumber DOL=1.60 plate grip DOL=1.60 REACTIONS. (lb/size) 3)Provide adequate drainage to prevent water 2 = 803/0-7-10 (min.0-1-8) ponding. 12 = 1785/0-7-10 (min.0-2-6) 4)Plate(s)at joint(s)4,2,13,3,15,14,5,12,10,6,7 8 = 392/0-7-10 (min.0-1-8) and 8 checked for a plus or minus 0 degree rotation Max Horz about its center. 2 = -33(LC 5) 5)Plate(s)at joint(s)11 checked for a plus or minus 5 Max Uplift degree rotation about its center. 2 = -555(LC 4) 6)This truss has been designed for a 10.0 psf bottom 12 = -1554(LC 4) chord live load nonconcurrent with any other live 8 = -684(LC 5) loads. Max Grav 7)`This truss has been designed for a live load of, 2 = 886(LC 10) 20.Opsf on the bottom chord in all areas where a 12 = 2037(LC 10) rectangle 3-6-0 tall by 2-0-0 wide will fit between the 8 = 445(LC 12) bottom chord and any other members,with BCDL= 7.Opsf. FORCES. (lb) 8)Provide mechanical connection(by others)of truss Max.Comp./Max.Ten.-All forces 250(lb)or less except to bearing plate capable of withstanding 555 lb uplift at when shown. joint 2,1554 lb uplift at joint 12 and 684 lb uplift at joint TOP CHORD 8• 2-3=-1131/558,3-4=-727/381, 4-5=-605/393,5-6=-314/598, 6-7=-275/691,7-8=-282/461 LOAD CASE(S) BOT CHORD Standard 2-15=-302/908,14-15=-302/908, 13-14=0/274,13-22=0/274,22-23=0/274, 12-23=0/274,11-12=-427/503, 11-24=-427/503,24-25=-427/503, 10-25=-427/503 WEBS 3-14=-513/461,5-14=-296/626, 5-12=-1238/792,6-12=-877/882, M'reiq-Plnse dnigHrrxiP+tie"AIAJOiirfSSi4 ifll[Cj,maa famsd coNci m,(DST.Mr31,Yd",L:K(GA.E3ddfX.'Isrs.se•.A(lEliiertaP�ders nadiEMeaiPsxlvsTmsDe ,DiahglC�,,'irl tte,fidxtCis Sa!9,PI ldnive SltPlle4rz xe UrJtls NFerise slFlrlxlFr lDD,w.Y Wi[(xLS21trP'tl4illhPIuIM1(IYtTJDIPofIdN.ASeirnlDPSipEICIxP;tlt;SgP:uIgFIy7FeH'1Pledxxl'TDOxTlaFmxml�acfdfatlrilPSSM11FItg3eCltSltlllxl:IlffM1 Ftfa�+dR213?PLM151tFfdtilbiilSDD31Ii,itllfTAI.Tk(EInnJSL@4iiCf Iifi.tTj!IIf1I1feS,IPldiifJ Anthony T.Tornbo IIi P.E: 1 vdlfisivsn mlditigutherzsrxsililil}of 0 nik6rxilrTa.,eNPeluirheldWyDeu¢er.�rr:udeitdhPlt(SPd( dh.6;dtziltiegtElPeEi%1.4,gpxd4t6TDDrAuftaN uifh tm1,a6FigkmA!1:sryP,&Wloa.0 1tip.CebPresp.A'nd 80083 IleldssTklir Fd(c*c Lb'S,!rs'F snitsiDDidis ralui;aEy�/elnnduel[IGy(lsrye'tlSddtldu sa»hU tkl E«:ylgoaiSt(Aniiderex[s4rs«1aoi;•idne IF Ix.Sxs4EIPSti,2.me/LWtl1E5d ETieSSD[SI}iN re11OPsn[S�xYp111iiSkxlP4t(l1xiK5 4451 St.Lucie Blvd. e1,tti1eldierllTa(edmi yrz:i 9PP rz-miy li dl P8:3 I 1P0;rP.Txis D!'l',9 EaPixrES ACTr 6r!Te.f3n.1;,Tx.Sf+^•ix,ali[rdmySeilLil.)71 r•tonr Ed'eras m:es i^P.i MlPl 1, - (opyright©201lA-1 Roofhuss s:Anthony LTnmb IIL P.E.Repwdadion of this donument,in anyfom,is plohihifed without the wfluin petmission Lom A-1RoofTraYses-Anthony L Tomb Ill,P.E. Fort.Pierce,FL 34446 Job Truss Truss Type Qty Ply A0127150 ' XRMSCMB3L144X8 A09GE Hip Structural Gable 1 1j Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Nov 12 2017 Print:8.120 s Nov 12 2017 MiTek Industries,Inc. Wed Jan 24 13:39:18 2018 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-WWuI?StSMOO?nrBDrufdxQbGVuzXOdh7bpol-kzs8Qd 1 4 5 9-1 O 11 0 12 19-0-0 26-11-4 32-2,6 38-0-0 9 1 5-9-10 5-3-2 7-11-4 7-11-4 5-3-2 5-9-10 14_ 5x8- Dead Load Defl.=3/16 in 5x8= 4 5 6 6.00 12 5 7 0 5l 2x4 II 3x4 E19 W4 4= 5 59 5x8= o 3 3Ii1. S, 3 9j1 S 60 w m f3 5 .5 Vy3 W4 !I+!� W I 1 0 B I ST8 / �� ST18 n I, { W1 I 1N7 I ST G,,. ST16 I ST<4 0 M 2 j ST1 hI I I 5 ::' ST7� t ( �S 14 j J 910, 1 Iv o 27 26 25 24 23 22 21 20 18 17 16 15 62 13 12 63 64 65 11 3x4=' 61 19 5X.8 14 3x4= 3x6= 3x6= 3x6= 3x6= 5-9-10 11-0-12 19-0-0 23-5-0 26'-,11 4 32-2 6 38-0 0 5-9-10 5 3-2 7-11-4 4-5-0 3-3 4 5-3-2 5 9 10 Plate Offsets(X Y)- [4:0-6-0 0-2-81 [6:0-6-0 0-2-8] [8:0-6-0 0-2-8] [17:0-4-0 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 0.73 Vert(LL) 0.41 11-12, >419 360 MT20 244/190 TCDL 10.0 Lumber DOL 115 BC 0.91 Vert(TL) 0.32 11-12 >551 240 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) -0.04 9 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 Matrix-MSH Weight:277 Ib FT=0% LUMBER- TOP CHORD 2x4 SP M 30*Except` 10)Provide mechanical connection(by others)of truss T3:2x6 SP No.2 BOT CHORD to bearing plate capable of withstanding 100 Ib uplift at BOT CHORD 2x4 SP No.2 21-22=-261/572,21-61=-261/572, joint(s)25,26,27,14 except(jt=1b)2=221,22=210, WEBS 2x4 SP No.3 20-61=-261/572,19-20=-261/572, 17=2156;I15=160,9=1623,2=221. OTHERS 2x4 SP No.3 18-19=-261/572,17-18=-261/572, 11)Graphical puriin representation does not depict the BRACING- 16-17=-758/717,15-16=-758f717, TOP CHORD 14-15=-758/717,14-62=-758(717, size or the orientation of the puriin along the top and/or bottom chord. Structural wood sheathing directly applied or 4-10-15 oc 13-62=-758/717,12-13=-758f717, puriins. 12)Hanger(s)or other connection device(s)shall be 12-63=-2276/1744,63-64=-2276/1744, provided sufficient to support concentrated load(s)101 BOT CHORD 64-65=-2276/1744,11-65=-2276/1744, s Rigid ceiling directly applied or 2-2-14 oc bracing. 9-11=-2376/1794 Ib down and 191 Ib up at 32-10-8,71 Ib down and 131 Ib up at'28-1-2,and 257 Ib down and 349 Ib up at 1URow at midpt 4-17,6 17 3-25=427/81,3-22=-225/405, 30-1-0,and 257 Ib down and 349 Ib up at 30-11-0 on EBS WEBS JOINTS 4-22=-338/36,4-17=-487/688, top chord,and 178 Ib down and 408 Ib up at 28-1-2, 1 Brace at Jt(s):7 5-17=-593/458,6-17=-1678/2294, 49 Ib down and 131 Ib up at 30-1-2,and 49 Ib down and 131 Ib u at 30-11-4,and 178 Ib down and 408 Ib MiTek recommends that Stabilizers and required 7-12=-1294l767,6-7=-1351/804, ' I p q 8-12=1130/1670,8-11=-707/479 up at 32:110-8 on bottom chord. The design/selection cross bracing be installed during truss erection,in of such connection device(s)is the responsibility of accordance with Stabilizer Installation guide. others.o NOTES- l REACTIONS.All bearings 23-8-0 except(jt=length) 1)Unbalanced roof live loads have been considered13)In the l face of the LOAD CASE(S)section,loads applied to the truss are noted as front(F)or back(B). 9=0-7-10,14=0-3-8. for this design. - (Ib)-Max Horz 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) 2= 33(LC 4) Vasd=124mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft; LOAD CASE(S) Max Uplift Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); ' Standard All uplift 100 Ib or less at joints) cantilever left and right exposed;end vertical left 1)Dead+Roof Live(balanced):Lumber Increase=1.25 25,26,27,14 ,4 LC=-221 2 except exposed;porch right exposed;Lumber DOL=1.60 ' P ( ) Plate Increase=1.25 late grip DOL=1.6022=-210 LC4,17=-2156 LC 4, p I Uniform Loads(plf) 5=-1623 LC,9 10 15=-160 LC 3) Truss designed for wind loads in the plane of the ( ) ( ) Vert:14=60,4-6=-60,6-8=-60,8-10=-60, Max Grav truss only. For studs exposed to wind(normal to the 1 ) 51 54 1 14 All reactions 250 Ib or less at'oint s face),see Standard Industry Gable End Details as joint( s) 16,18,20,21,23,24,26,27,2 applicable,or consult qualified building designer as Concentrated Loads(lb)� Vert:8=-19(B)11=-178(B)57=-16(F)58=-217 except(LC 10LC 10), 12(LC ), 9), per ProvidANSI/e PI 1. 59=-2I 7 60=-61(B)63=-178.(B)64=-40(B)65=-40(B) 22=376(LC 10),17=1812(LC 1), 4)Provide adequate drainage to prevent water I 9=1166(LC 12),14=310(LC 10) ponding. 5)All plates are 1.5x4 MT20 unless otherwise FORCES:-(Ib) indicated. Max.Comp./Max.Ten.-All forces 250(lb)or less except 6)Plates checked for a plus or minus 0 degree when shown. rotation about its center. TOP CHORD 7)Gable studs spaced at 2-0-0 oc. 3-4=-429/354,4-5=-720/659, 8)This truss has been designed for a 10.0 psf bottom 5-6-720/659,6-57=-653/1071, chord live load nonconcurrent with any other live 57-58=414/1062,58-59=-811/1177, loads. 8-59=-976/1289,8-60=-1904/2770, 9)*This truss has been designed for a live load of 9-60=-2062/2812 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 21-22=-261/572,21-61=-261/572, bottom chord and any other members,with BCDL= 7.Opsf., ramq Fdo tarep'.Lx Sda.rnN lit`tnpxtuth:tIII I'd W-tiS it¢'D•sip•lhnti"DDjml:rk4arl.ieah W,P.r.19,tm SiM Setnt 9'.U'k;seMw.ise*W.6-ro,I* 60A't 4tpWrt sdOSent94+nti hlt teR l;oi;n;ir>p's7a!nit:pe 'p rnFtit¢s¢¢7r'0uutv7a a>;lrm estmm4a.pe,"Wtt i-*dn!SiIji imss Pe1lm3.NMotd!m"i&I to Mil Anthony T.Tombo III,P.E. ttdele tti}i;!milII¢ft_ Ylt tsrcafiddeC.et•,a•Oxids etivr:lt{tntt et6rets-em+,u$�:a�dd.114 ke R(dkt l�,ilbt'rJnp;t�mi(141..Ltq/qdt'xt1:JWiarbdi.;tdflelmibtbtllq.ilvp•>a-•x.'aw®i brtttp v4llk6rt' ;Yu:di1 & «80083_to rwl!¢p Destpa W.¢haat.t0at'•t stl iAa�Taed At pnhtsni .+sd3tE (e..tt¢afdh ldrtz#a{knt{vt`[.i'4t.I.M PI¢I.{3 xefe-eu_Nzrt¢:ti rrtimYt r?41 dsrsriysuti!-_r,ml itFtsdwr:.neiy-:e,.rgs[,cy;npi¢u sl hiu mm�ec¢,evess 4451 St:Ltlde Blvd. t11Nx!t3•�tlt!!I!Y'!1('fjtt�tpfAJtlEYfp9bS¢Ni tl iEt irytS OlSipl lflSft;Nr�Wt{IIRjD 54¢i.O'.¢{tS!fh3_.-y...dlN{IIRt:$.¢rOd3t11tISt4tttt ht0ilh�n 1. - Fort Pierce,FL-3444D Upytig6lC2016A•IttnfTinsser-Acl6enpT.Txs6oI11;P.E.ieptedntliandl`ipdetumtot,inamlctal,isptoEiEAedvi15bm16ewintinPermiriiur,SemAItnclLuuesAo�ceyi.Int�5a111,P.E. I Job Truss Truss Type Oty Ply XRMSCMB3L144X8 B01GE COMMON SUPPORTED GAB 1 1 AO127,151 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Nov 12 2017 Print:8.120 s Nov 12 2017 MiTek Industries,Inc. Wed Jan 24 13:39:19 2018 Page 1 ID:ld_OOXyyT6l Bi_TXol jwH HzefvK-JS7Cot57J WsO?m PPbBsUeBarl We7l_HgTYJ WAzs8Oc 1-4-0 6-2-0 12-4-0 13-8-0 1-4-0 6-2-0 6-2-0 1 4 0 4x4= 5 6.00 12 4 6 I M 3 T I'" ST3 71 7 fL' ST2 I ST2 $T1 ST1 n 2 I 8 9 IC' 3x4= 14 13 12 11 10 3x4=\� 12-4-0 12-4-0 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 0.18 Vert(LL) -0.01 9 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 9 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 8 n/a n/a BCDL 7.0 Code FBC2014lrP12007 Matrix-SH Weight:56 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 No.2 chord live load nonconcurrent with an other live OTHERS 2x4 SP No.3 y BRACING- loads. TOP CHORD 9)'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 a purlins. rectangle 3-6-0 tall by 2-0-0 wide will fit between the BOT CHORD bottom chord and any other members. Rigid ceiling directly applied or 10-0-0 oc bracing. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 237 lb uplift at MiTek recommends that Stabilizers and required joint 2,242 lb uplift at joint 8,168 lb uplift at joint 13, cross bracing be installed during truss erection,in 122 lb uplift at joint 14,168 lb uplift at joint 11 and 123 accordance with Stabilizer Installation guide. lb uplift at joint 10. REACTIONS.All bearings 12-4-0. (lb)-Max Horz LOAD CASE(S) 2=-26(LC 5) Standard Max Uplift All uplift 100 lb or less at joint(s) except 2=-237(LC 4),8=-242(LC 5), 13=-168(LC 4),14=-122(LC 5),11=-168(LC 5).10=-123(LC 4) Max Grav All reactions 250 lb or less at joint(s) 2,8,12,13,14,11,10 FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft; Cat.ll;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 1.5x4 MT20 unless otherwise indicated. 5)Plates checked for a plus or minus 0 degree rotation about its center. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 2-0-0 oc. .,,;.r rtt5e:keF,�,y•n,e.r•i.m5rttuss{i s?!.r-.>Ee�t(rr�i a eennr;(src+(,rU(r,ucaFiEn�u.Fr,;a rtla}e:.��tertseure� rs fl;nnr u(Rs'r:'Objoil3ReEcsfi.lsshL FF.Idxemeiseetklu.na ulessear „tla ;:ro.},i; i1[ei ss aeUn rints s1s96e ne14!1Ss'C hte 'i4.its( v.5(tlser(e s)!cz-'tFa,.awj.6tae4w¢r116 teytsta.5 -rma;.^.t 14tw.2 h itvpON'iall I.,lq.4.N TO sd�wit rr L1"np : ' svl t�ruslas,fre(do-.i-�.+6_! , nScrirn,e-g1":a W�+h1- esp h.161GG! w - OfhW,it,rK.9ef*0IvI. tttMMI.xe,N14of yM r,It:I-, d �.Aqshct,seerdkagi itM! udiT0 antho T.TcmboIIi,P.E. ..60083 Ae t}Jd�Osipa sea sehehi.AO s,l sstl sna�TrQaa rmr~ies ntgsri�tl rc r(a^ss ttl Sd hldnat {k IFn`-sell(rlsH r(Ie rtln�NSs!!sl pdsxF ndl d?;''x55!!au�sBil.::e::+l l.titsdepT 3f..f!1,1!}SiC:i^}f iiilKfl bl nS5 W14SL'FF(. ?51 eat+..at!aeli s(ettr.'a�ndspcu i"sgkre`ratas ehti.Tdsinst0eirs[srs!.,Ist9;aeG:NgO}sirsti.x nsiS•saa'zram.sls tgiaia�..nrmtramasaeniah,.ehiPt.1, 44515t.Luefe Blvd. • Fort Pierce,FL 34946 taprighl��tUl6Ad@oiLusses-ArJheapLicm6e III;P.t.RepredatlicnolMiidcmmeor.ioanyfe5;n,ispwEi6Aadr Odeuttktwrneapamitsiusbc>LA�Ifocllwtses�knrbueyLle�toUl.p.0 Jdo Truss Truss Type Qty Fy XRMSCMB3L144X8 B02 COMMON 3 1JJ.bReferenceJ A0127152 tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Nov 12 2017 Print:8.120 s Nov 12 2017 MiTek Industries,Inc. Wed Jan 24 13:39:20 2018 Page 1 ID:Id_0OXyyT61Bi_TXoljwHHzefvK-SvOVQ8ujudej09KczJi5lrhhKhpxskoQ37Hs2dzs8Qb ' 113-0 6-2-0 124-0 13 8-0 1 0 6-2-0 6-2-0 1 0 4x4= 3 i 6.00 F,2 2 4 M 5 I�0 8 B 6 tr 3x4= 1.5x4 II 3x4= ,. 6-2-0 , 124-0 i , 6-2-0 6-2-0 II LOADING(psf) SPACING- 2-M CSI. -DEFL. in (loc)i I/deft Od PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.02 6-121 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.05 6-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 4 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 Matrix-MSH Weight:48 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 5)'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 WEBS 2x4 SP No.3 rectangle 3-6-0 tall by 2-0-0 wide will fit between the BOP CHORD bottom chord and any other members. 6)Provide mechanical connection(by others)of truIss Structural wood sheathing directly applied or 6-0-0 oc to bearing plate capable of withstanding 471 lb uplift at BOT CHORD . joint 2 and 471 lb uplift at joint 4. Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required LOAD CASE(S) cross bracing be installed during truss erection,in Standard " accordance with Stabilizer Installation guide. I I REACTIONS. (lb/size) 2 = 540/0-7-10 (min.0-1-8) 4 = 540/0-7-10 (min.0-1-8) Max Horz 2 = -28(LC 5) j Max Uplift d 2 = 471(LC 4) 4 = -471(LC 5) Max Grav 2 = 600(LC 10) 4 = 600(LC 9) FORCES. (lb) i Max.Comp./Max.Ten.-All forces 250(lb)or less except i when shown. TOP CHORD 2-3=-600/358,3-4=-600/358 BOT CHORD 2-6=-140/452,4-6=-140/452 I NOTES- I 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=4.2psf,h=15ft; Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. icuerriRHtlMtglJt wiert'n'EIADC 1t3SS3i'Srllir}6EB94!Ir11tSeOkiRDKff9Sr:Mt'&7�"irtsCS,f�3ittll'lirs.Todf hiiltrmntlds nl',ea1 a1K tei Lsss Des3s arm lQ[ oe(9z ltMeerLlcalaDi,r.[.Idnnue Shetki'rt vx ldHS Rllciwit l4dn40D0.s+'r Wtit'wm%,rns silllttulte,ftrfti!,94:is alms hop hand.LSpeo,hr hpe.1,'ke dtt nrTQprzprH!nscarp:farR11onsl.tdtgs't.nr msrxsidgy1t lit lr'PON sir.—Tns,tytd a de mat',,sin77!-Lila sei�ans.apires ltdk�;wFRI,H:;Nldifrt- %UlihOtl}':T.TOmbO III;P.:E: cd vsl!S,S;1m;hrtntqu�riintHgtvGTmt1reoze;PaOrxisr.Nm!BHtHW11rtpDH�eer:4Etuttr<td1#IrL;feJ(ar(ub;dlsrtoi irlt?ie�K rdn morel'urneN.udueir,H,aim+�t�:�s+•.q,omilm,i�tnct3� e:,:eresw; tt. s:80683 nt rr4xr 8n vRd rueiex.,krRt.:,any Dt' toomnr mla,a sad�;anRpumy rta�,>atst rylte x;rtv;pG,flf:lJl�Bd Srr.{n611I9P8kSif+yWI: I11 lr lfl.'IR'S":�LllSr182`I'fiH 6'��RS��t IrH;DHI�tl-T'HS[45615 t'J O/IR;;tl91M�tGe:Rt�RY;; '445L St: ;6 Blvd.hm,tidytrwrmp+ tmif,, aTiistmp 34946orQerc;FL (opnighi02016A-iRoefimsses-AnthonyLTombo111,P.T,Reprndettiopeftbisdommeut;ipo'ifilm;isphihiiedisilhoulfhi'.iflnenpermiisinhomklRoefTrd'sse"s-AdanyT.Tombo III,Pl i Job Truss Truss Type Qty Ply XRMSCMB3L144X8 B03 COMMON 1 1 AO127253 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Nov 12 2017 Print:8.120 s Nov 12 2017 MiTek Industries,Inc. Wed Jan 24 13:39:20 2018 Page 1 ID:Id_OOXyyT61Bi_TXoljwHHzefvK-SvOVQ8ujudej09KczJi51 rhh?hpfsklQ37Hs2dzs8Qb -14 01 00 6-2-0 11-11-14 6-2-0 5-9-14 4x4= 3 6.00 12 2 k k Io 6 � 5 3x4= 1.5x4 11 3x4= 6-2-0 11-11-14 6-2-0 5-9-14 Plate Offsets(X,Y)— j4:0-0-0,0-0-101 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl -L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.04 5-8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.07 5-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 4 n/a n/a BCDL 7.0 Code FBC2014/TP12007 Matrix-MSH Weight:45 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 5)`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 WEBS 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 6)Provide mechanical connection(by others)of truss Structural wood sheathing directly applied or 6-0-0 oc to bearing plate capable of withstanding 312 lb uplift at BOT CHORD p T joint 4 and 484 lb uplift at joint 2. Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required LOAD CASE(S) cross bracing be installed during truss erection,in Standard accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 424/0-3-8 (min.0-1-8) 2 = 547/0-7-10 (min.0-1-8) Max Horz 2 = 84(LC 4) Max Uplift 4 = -312(LC 5) 2 = -484(LC 4) Max Grav 4 = 476(LC 9) 2 = 609(LC 10) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-633/402,3-4=630/398 BOT CHORD 2-5=-236/477,4-5=-236/477 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf,BCDL=4.2psf,h=15ft; Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Wm"I-Not IMIgNllnu+W1.1 IN, Flt^SSE5,-aEr],6iA:75[Itims a(uhmciiS amii("ATalACH iUM N!,I...T,!4 imit,rclaelxl of-isainnW,I—Oi,tt 3, ,11Cw;EN9z AlMnrriuSl F!,II.IdlmekM.,threrx,Ddns ercenhe stall le 6rlDq lsip MIA ntteagtm 5d!beam he deTOD 1,1!!dLL Aso ass 0l11t1 Gduz!(I e;ylalNyE tuelrtD,l sedaarlDpr!{t>s rnu alraudMpollslndeq:ew Irug115i1ilayh here•teglNiu+-JlTlEssaTad le Me lDD ad„esIn TFFI.,.ik ellglauaMms llvlD:nEMials.slPeiAi7 Anthony .To�bo--- Eii sld±3!Slaun wui ISNII iitd degDlp,IEDkX11G'D'9.1lA,sllnit9li 0tf1 I.MI'tUf 1d(!t(,�l�r:P1(i!ltlldEil�tY t01 Tht t! 1!AMNDMImtilllulAgelress,n! ASS "1'l,Itfh0111011(tIILE ONL,["t"Sps S�014 Y m Ili;P.E. q >r! ?r q to D gFrl! hiry a3: y T r T&6 ' MlA,try Deif lee(tA*1p .irclt 1M1s;att1100!>II>'r masrai tnfll lsdpl6ilQlq[lrtw�iS11!¢I:tl:oEtixlCi�Gilki�T 1?I4H tt(1�6llittexed4l. ula-�aa!IIIhSeesttregaliO+nnW�il1d 11 E;.1s 0e1i}cll:T2.;Deli,Shcla oilusl M,a1!'IR+sr,rtils! rivviu 11filed tyoGxro apN l)reull�ylt d!Te`:t.n.lrel.IS.Tnsst3 atlpn.ere50T�talit>.ftav;uTn,-tt>.el Elraen d,aj blD'aq.All max Nt-os mlmin.l otru, - - 8003 4451.St.Lude Blvd. toppigbi02016A-1RoolTmsses-AnthonyUwbo III,P.I.Reprodom000fthisdommem,inanyNet,isInobibitedwithoutthexritteppelmissionL•omA-1ROMLasses-AmbaflyLTombo111,P.f, Fort Pierce,FL 349wb Jos Truss Truss Type Qty Ply A0127154 XRMSCMB3L144X8 B04 MONOPITCH 1 1 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Nov 12 2017 Print:8.120 s Nov 12 2017 MiTek Industries,Inc. Wed Jan 24 13:39:20 2018 Page 1 ID:Id_OOXyyT61BiTXo1jwHHzefvK-SvOVQBujudej09KczJi5l rhhZhphseNQ37Hs2dzs8Qb -1-4-0, 6-1-7 11-11-_141 1-4-0 6-1-7 5-10-7 I I 1.5x4 II 4 i 6.00 12 3x4 3 < I Ic i Cl) 2 01 � 6 5 3x4 1.5x4 11 4x4= = � - 6-1-7 11-11-14 6-1-7 Plate Offsets(X Y)— [5:0-2-0 0-2-81 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES• GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.03 5-6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.06 5-6, >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) 0.01 5 n/a n/a BCDL 7.0 Code FBC2014/TP12007 Matrix-MSH Weight:62 lb FT=0% i LUMBER- I 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 WEBS 2x4 SP No.3 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 6-0-0 oc 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 370 lb uplift at BOT CHORD pt end verticals. joint 2 and 419 lb uplift at joint 5. Rigid ceiling directly applied or 8-6-13 oc bracing.' MiTek recommends that Stabilizers and required LOAD CASE(S) cross bracing be installed during truss erection,in Standard accordance with Stabilizer Installation guide. i , i REACTIONS. (lb/size) 2 = 539/0-7-10 (min.0-1-8) 5 = 421/0-3-8 (min.0-1-8) Max Horz 2 = 499(LC 4) Max Uplift 2 = -370(LC 4) 5 = -419(LC 5) Max Grav 2 = 571(LC 10) I 5 = 501(LC 9) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-587/178 BOT CHORD 2-6=-465/556,5-6=-465/556 WEBS 3-5=-618/517 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft; Cat.11;Exp B;Encl.,GCpi=0.18;C-C.Exterior(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation f about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s Bceiy-rl!en I{degHr mi!+(,.'tltAC 7D,SS3j St -'i[t(EC}6a:75:1(tYtE[uS:III(55 T. CUR?M(rUT3�d(rrUFU�iwi— fuR(8ii}�rum!Ins eelie7♦eIKalasL sU!s es Uitri�!IC nitkI.BR�t.l!+{.m,rE lelrteae 4!z+te'nerie U�rs!!M.she st9d ee 6eIW,ny Wtet txaau t's•¢J9ibl nel4,IFaTpllh4!.d1.A!tTmtOxup Fe{Irte 7d-Sy!mTR•h{iue,5ru6nmiDUnr!!5!mea!r:x!dfieMtzsUad uylwnr n:p!siMlai !fe fn:�cl,Ik sK:tins+kgON!!M1e1�sN!,!9e T7Lih lesl}»ss.eµae lxh3 mtmns;shdihj gtj�Dfly:T.TOffIbO Ili,P.E.: nal ud*aslieuRteRlal(ojiytle,q!!ulHnrA4�Onn:Pe6+aeide.?atiNe;!9�!fielat/ur0 jnrje!:ti.!nrddneNt9ewirt!Ira;A:YsjuhRElltl:?lentneiettalODrdF!H.ueftielms,4iwsgEsge,hshllabRwlMr+;gfik!knyuiard. -80083 4 ttr6,iif8n- al(w!rx.7?Mes.!I anaiN lUU.li-r ;al pdd nd8erd6y r[arse.n5!1!hlte:nnw(I(SI)j.El,ikllytM clSt(}ne(J!nx!l4reic;!in!.I161 te5xsAeiesr!�"�?einWMnd3e tsns Ueupn I�,ImYAN4 PtIn1!YSl�IL14RR�K! a51 :Lu�le Blvd. ' itrriniefixd{ra(MCA�geMidRn.nnglr!Ilfua!mH,!9;h! ;ik��rnnnlCicatAlmi !tUv;pTnuSPr!xEarie!,tlarsulSry.IUIP1dzNt•nsrttc;L^x.IhRF1;M i 'FOrf:Pieice,FL.3494.6 (pppighr9401EA�lioofLussiis.;AmEoeyi,Temhnlll:P.E,RepigduDidpbhhisdoiumenLinanplo!m,ispmhibifeda'i{hhNthe`�rininpetmissionUomA-lRaafithssa"s'-AoMonll!�Tomholll,P.E; I I it Job Truss Truss Type Qty Ply XRMSCMB3L144X8 B04GE GABLE 1 1 A0127,.55 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Nov 12 2017 Print:8.120 s Nov 12 2017 MiTek Industries,Inc. Wed Jan 24 13:39:21 2018 Page 1 I D:ld_OOXyyT61Bi_TXo ljwH HzefvK-w5atd UvLfxmaelvo WODKZ3DsH58ub80aHn 1 Qb3zs8Qa -1-4-0 6-1-7 11-11-14 1�0 6-1-7 5-10-7 1.5x4 II 4 1.5x4 II 6.00 FIT 1.5x4 II 3x4 3 1 IT2 WI 2x4 II 01 2 2A 11 6 5 3x4= 1.5x4 11 6x6= 6 1-7 11-11-14 6-1-7 5-10-7 Plate Offsets(X,Y)— [5:0-3-0,0-2-12) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.03 5-6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.06 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 5 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 Matrix-MSH Weight:75 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 rotation about its center. W2:2x6 WEBS 2x4 SP No.2*Except* 4)Gable studs spaced at 2-0-0 oc. 5)This truss has been designed for a 10.0 psf bottom OTHERS 2x4 SP No.3 BRACING- chord live load nonconcurrent with any other live TOP CHORD loads. 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 a ROT CHORD purT except end verticals. rectangle 3-6-0 tall by 2-0-0 wide will fit between the Rigid ceiling directly applied or 8-6-10 oc bracing. bottom chord and any other members.. 7)Provide mechanical connection(by others)of truss MiTek recommends that Stabilizers and required to bearing plate capable of withstanding 419 lb uplift at cross bracing be installed during truss erection,in joint 5 and 369 lb uplift at joint 2. accordance with Stabilizer Installation guide. REACTIONS. (lb/size) LOAD CASE(S) 5 = 421/0-3-8 (min.0-1-8) Standard 2 = 539/0-7-10 (min.0-1-8) Max Horz 2 = 499(LC 4) Max Uplift 5 = -419(LC 5) 2 = -369(LC 4) Max Grav 5 = 502(LC 9) 2 = 571(LC 10) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-588/179 BOT CHORD 2-6=-467/557,5-6=-467/557 WEBS 3-5=-620/519 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=4.2psf,h=15ft; Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per 9oaiy llose tlnsgki roi!*ra'A I AOC 1tSSS j iEllRl6(i�{.1R4S 8[Oi(`i11035 C9Si0N('G,id,R(r1CA,E2;8fI(!Jtm:Terfy{5sirr rrrrvdNs niirdadK!r(tis rrtsS Oes�s Orsdy QL;srdt&dickey Lisa.Is C.,rF.Idrttxt S4.M.teh�t eu Udrss NEceise s(9r1 re de 160,eq Flir unmsFres.YdCevuOptthi705s{sryiNAsairns�!artFsLdra:7;itYahighliunr:ksrdnar111DyyrK!mrtsxur�eelfierra(KuwAtsenngresr{nliil9yb.tlrl:�dlks. ±inssfy:�drs!It1DUaJr,Mti1'Ad,.ikk;mas.apims.lettbrtx€mns;srNeliirt Anthony T.Tom56IIi�P.E. y dnai,!s<r ius5(k yurcarma�a ,ro�neStKatr taro,�«.�e�ntldniux.a(rcent(,dwm(tsars:iry�raamrDDidmhR.srdietnK.ai7�1lmy3rrreuhiC M{rrr�r�a'ee�rtsr:arcr 80083 ' rtelR;t¢r7ev ri(ss.sesr..,:at r.E!ssneithteiltaGM id a;tN tynu sln!riytalrlNtUlrOaP;rtM.inif•tIpsemithiTms4 d_?E'4rs telyWr!hy(srtr.evirs(571tem,rnn,rU,l4psk:lyy%eNfr(ln,cie[ertxedrcy¢xamdnt-R,det.4.isRsinrymr'.hr!sa9A'iKs::14Ih!!O!f17C.I aOKTYAMYOriRifl:�iY4RaitfttiK! 44515 Lucie Blvd. Upprigbi4)201QA-IRoofTrosses-AnlbonyT.Tomb 111,P.E.ReprodUdioaofthisdamaierd,ionstyform,Kprohibitedwifhoul the wrirtapeimissinfiomA-1 Red Tfine's-Adbuy1.Tomb lll,P.E. Fort Pierce,FL 34946 Jdo Truss Truss Type Qty Ply A0127156 XRMSCMB3L144X8 C01 G GABLE 1 1 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@aitruss.com Run:8.120 s Nov 12 2017 Print:8.120 s Nov 12 2017 MiTek Industries,Inc. Wed Jan 24 13:39:22 2018 Page 1 I D:I d—OOXyyT61 Bi—TXo 1 jwH HzefvK-017FggwzQEu RFS U-4kkZ6G m?W VN LKafj W Rmz7Vzs8QZ 1-41 9-8-0 19-4-0 11 20-8-0 1-4-0 941-0 9-8-0 4x4= Dead Load Defl.=1l8 in 7 1.5x4 11 1.5x4 11 8 6.00 F12 1.5x4 11 6 1.5x4 11 5 9 ST1 ST1 345- 4 10 3x 1 W1 2 6x6 3x6 I I 3x6 I I 3x10 113x6 I 3x6 I I 6x6 ,I PC) 21 12 "[1 13[0 23 24 25 26 14 27 28 ' 29 30 3x4- 15 j 3x4 3x8 MT20HS= 1.5x4 11 2-0-14 1-5-141 -3 9-8-0 17-32 19-4-0 1-5-140--5 7-7-2 7-7-2 2-0-14 0-5-11 Plate Offsets(X,Y)— [2:0-2-10,0-1-8],[4:0-1-15,0-0-0],[10:0-1-15,0-0-0],[12:0-2-10,0-1-8],[14:0-3-4,0-1-8],[19:0-1-9,0-0-13],[19:0-2-5,0-1-8],[22:0-2-5,0-1-8],[22:0-1-9 0-0-131 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.13 12-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.25 12-15, >891 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(TL) 0.03 12' n/a n/a BCDL 7.0 Code FBC2014/-FP12007 Matrix-SH Weight:119 Ib FT=0% LUMBER- TOP CHORD 2x4 SP No.2 10)Hanger(s)or other connection device(s)shall be BOT CHORD 2x4 SP No.2 BOT CHORD provided sufficient to support concentrated load(s)251 WEBS 2x4 SP No.3`Except 2-23=-573/1155,23-24=-573/1155, W1:2x6 SP No.2 24-25=573/1155,25-26=-573/1155, lb down and 187 I- up at chord, and 9 lb down and OTHERS 2x4 SP No.3 15-26=573/1155,14-15=-573/1155, 67 l lb p at -M,4 on top chord,and 99 lb down and BRACING- 14-27=-573/1155,27-28=-573/1155, 67 lb up at and 1 14 lb down and 1 lb up at 4a0 d 2, TOP CHORD 28-29=-573/1155,29-30=-573/1155, 14 a down and 1 b o n and 1lb 14 lb down and l lb Structural wood sheathing directly applied or4-11-11 oc 12-30=-573/1155 up at nj 1 l u lb down and 1 lb up at and 114 p down and 1 lb up at 11-3-4,14 lb down and 1 lb up at puriins. WEBS 13-3-4,a ld 14 lb down and 1 lb up at 15-3-4,and 99 BOT CHORD 7-16=-360/600,3-19=-475/359, lb down and 67 lb up at 17-3-4 on bottom chord. The Rigid ceiling directly applied or 7-8-6 oc bracing. 18-19=-475/359,17-18=-475/359, design/selection of such connection device(s)is the JOINTS 16-17=-457/332,16-20=-457/332, 1 Brace at Jt(s):16,17,18,20,21 20-21=-475/359,21-22=-475/359, responsibility of others. 11-22=-475/359,15-16=0/326 11)In the LOAD CASES)section,loads applied to the MiTek recommends that Stabilizers and required face of the truss are noted as front(F)or back(B). cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. NOTES- 1)Unbalanced roof live loads have been considered LOAD CASE(S) REACTIONS. (lb/size) for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) Standard (balanced): ) 2 = 722/0-8-0 (min.0-1-8) 9 ) 1)Dead 1-Roof Live balanced:Lumber Increase=1.25 12 = 722/0-8-0 min.0-1-8 Vasd=124mph;TCDL=4.2psf;B'CDL=4.2psf;h=15ft; ( ) at. ; x B;Encl.,GC ;C-C Exterior(2); i mate Plate Increase=1.25 C 11 E i=018 Max Horz P P ( )� Uniform Loads(plf) cantilever left and right exposed;end vertical left cae 1 2 = -31(LC 23) Vert:1-7=-60,7-13=-60,2-12=14 Max Uplift exposed;Lumber DOL=1.60 plate grip DOL=1.60 P Concentrated Loads(lb) 2 = 4-660 LC 3) Truss designed for wind loads in the plane of the ( ) � Vert:3=36(B)11=36(B)15=1(B)23=32(B)24=1(B) truss only. For studs exposed to wind normal to the 12 = -660(LC 5) 25=1(B)26=1(B)27=1(B)28=1(B)29=1(B) Max Grav face),see Standard Industry Gable End Details as 30=32(B) 2 = 926(LC 27) applicable,or consult qualified building designer as 12 = 925(LC 26) per ANSI/TPI 1. 4)All plates are MT20 plates unless otherwise FORCES. (lb) 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. I TOP CHORD 6)Gable studs spaced at 2-0-0 oc. 2-3=-1345/786,3-4=-891/421, 7)This truss has been designed for a 10.0 psf bottom 4-5=-879/458,5-6=-889/520, chord live load nonconcurrent with any other live 6-7=-905/588,7-8=-905/588, loads. 8-9=-889/520,9-10=-879/459, 8)'This truss has been designed for a live load of, 10-11=-891/420,11-12=-1345/787 20.Opsf on the bottom chord in all areas where a I BOT CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the 2-23=-573/1155,23-24=-573/1155, bottom chord and any other members. 24-25=573/1155,25-26=-573/1155, 9)Provide mechanical connection(by others)of truss 15-26=-573/1155,14-15=-573/1155, to bearing plate capable of withstanding 660 lb uplift at 1 14-27=-573/1155,27-28=-573/1155, joint 2 and 660 lb uplift at joint 12. 28-29=573/1155,29-30=-573/1155, 12-30=573/1155 i 'ffiFtiqrlmrhmgllrixi!rlie'A121C.ItGSf3j S1LQCA 6EA.lY.lrlltt8[urEd➢GAS[GSIdNfS4TTi ACAEti'.E2:XEI11'Ixs.Tedd srsip rmnrlus xiirsrades»tai Tnss�esn G« >31[.�ie2 de LMxjT.leeFsAI,IE Idrtexe SleMlEcr'%e Odxs sLLrrue sl9dxhrl0g,7 uTeF[xxax�ressWlJe rullrt dsTJ8ta1e glU:lso«as@tip Fepne•1,,S;ealry hthee Sr Mnpt'1DD«rrsemaF¢<r, rdikr�!ndxd ega'erhg resTxsfWtsl'with{nprt•,Ik isa:T[rss GpMelutk lOUtHr,Wnl7ld iFEtei'ssns.:gArts lerlrg�xinns,smdiAj Pithdny T.Tombb III;P.E. "dru dt�i,lTssm .4ifinghtle r'gienlhiry sld�0 e,l`a6ranse:�xdsnlr.hr Wlfal Aesgurti Feudeldhe lTl.rie 4( INlc bnhjietr aSlry l:lli qp rdMlGG rdurr x.sedrieixu,uldas tzd5r;.s�gh�rimw-xdlretuT Al re tx o�syas83rd. .�.Bi1033 tEe l:iasrh>:S"'�rx..Ns..AP x'r s!IM,hsM @G xll>'r�s�:ady>,ld rsdrie l.A6y fwrxs.ISdery V o0n;M1U;phlud171PIIASKA o!.k ag srs hr rx gidxs Triteees3e i4.ti'-44i a7,ft.I'. Lis ,1m 14 xv.11nss NW-11'e11,wnss 4451.St.Lude Blvd. ' tA,rysedehMlroGmylipxlp�suia6g11s0r¢`.s.imdsr111ATrrsGe<_�SlhxrBA;lceM.lie).tigvi,rtT«ssfrCesFghend,xrdilSy..11lsesd Nsmsmr.L^a=.lnirFl.., 'Fort P.ieref;FL 34046 (oprrigb102016AAioofTrusses-Antbocy1.lonnh III,P.I.Repredortioofthisdowment,in any funs,ispiohihifednitheulIFwfitt{apeidiisienhomA-1ReotTrpise"s-AothonyLTomho III,P.t. I Job Truss Truss Type Qty Ply XRMSCMB3L144X8 CO2 COMMON 2 1 l A01271,57 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@alttuss.com Run:8.120 s Nov 12 2017 Print:8.120 s Nov 12 2017 MiTek Industries,Inc. Wed Jan 24 13:39:22 2018 Page 1 ID:ld_OOXyyT61Bi_TXol jwHHzefvK-017FggwzQEuRFSU_4kkZ6Gm2pVPiKcMj W Rmz7Vzs8QZ 1 4-0 5-1-4 9-8-0 14-2-12 19�-0 20-8-0 1 4-0 5-1-4 4 6-12 4-6-12 5-1-4 1�0 4x4= Dead Load Defl.=1/8 in 4 6.00 F12 1.5x4 1.Sx4 3 5 1 cn 2 6 s 01R1 7 I6 0 8 3x4= 5x8= 3x4= 9-8-0 19-0-0 9-8-0 9-8-0 Plate Offsets(X,Y)- ]2:0-2-0,Edge],f6:0-2-0,Edge] ]8:0-4-0 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 0.32 Vert(LL) -0.11 8-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.24 8-14 >957 240 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.03 6 n/a n/a BCDL 7.0 Code FBC2014TFPI2007 Matrix-MSH Weight:88 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. BRACING-TOP CHORD 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a Structural wood sheathing directly applied or 5-2-2 oc rectangle 3-6-0 tall by 2-0-0 wide will fit between the purT bottom chord and any other members. ROT CHORD 6)Provide mechanical connection(by others)of truss Rigid ceiling directly applied or 7-8-7 oc bracing. to bearing plate capable of withstanding 595 lb uplift at MiTek recommends that Stabilizers and required joint 2 and 595 lb uplift at joint 6. cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. LOAD CASE(S) REACTIONS. (lb/size) Standard .2 = 799/0-7-10 (min.0-1-8) 6 = 799/0-7-10 (min.0-1-8) Max Horz 2 = -33(LC 5) Max Uplift 2 = -595(LC 4) 6 = -595(LC 5) Max Grav 2 = 867(LC 10) 6 = 867(LC 9) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1249/795,3-4=-931/593, 4-5=-931/593,5-6=1249/795 BOT CHORD 2-8=-574/1061,6-8=-577/1062 WEBS 4-8=-274/487,5-8=-380/379, 3-8=-380/379 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft; Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. 5t!tiy 11-IMly4p!t,a,N%I WF lino iaturi uva' 1az8t nciC w1mrstfal!([9[S;.P}.1fNi 11m Imh(twistpine!tis!nl!!A ealis!aSs Im!h,n Di ng1(•.;ktht Wets 1.leait a!,11.Wemt elMih;ttte:Us's ft.in s18d Wit loo,t9'r WTet:ttteatr pares S.ti Se tsed hl tFii9oh5ettlq.Astiwss oatlrt itplwa;l.e-:pa:nlgftskele�'ies InurlDp;eirsltntt tarF•a:frlroe ptltssfwA eg!t't.l!§fftpNlllllflr!p Ht rt!'}?t}RR Si�AtT�S1{(jad It Ml IDO31Ir,YtIN T1�I.Itl rfSiT)t55tnr11tP!,It[SY]xfmns,stllaiilry s,I udts,?Les!m raiAt iitler!tstil ar.o I�o.tlne;i�.d .etete:uln or !.tt!e.<ltlidtktrr7t!Kolnepr.5bd`ere id senna.ht adat.Ioot,attrr-N setltleinss,d tre,Mtt,um16e1urti6t fill Ee!knsp:.s.5uastr thony.T:Tomlin IIi,P.E. I INlkists is l y M r 7, q n us 9 �7s =800(i3 Ik lA8lran tk[lrrt...!istt<hrh:Re 100MI>•p odR misMtr stttielul4y[tary msthl�l;sot1x aU,stdnedyly MStOnailInat94rs•tnu srdn;t. itsrs,A_rtts rosinas s?krt,sotugw,r�.Cesi?;yeu:l ttsLrsM.mdpren,n;ess 44515t.0083 Lucie Blvd. t•t.• "Ist dtr(Mtdt;e:I"m n mst is m rend!I.14 Th,Tnss ^,d`iT1t411:1oICJ lA rt),5 rLl,ttTlt IfitS Eyntte0?lip itllLy.111['lf .F{tB!tt!GI?id itTrFl, Co0pighl02016A'-1lool1fiassys-An1bonpT.Tambo111,P.E.Repsadastioa alibis dammeni,inaayloam;isp!ehibitednithco the trritltopetmiision ham AdRoolTmsseb-AmhanyT.lambs 111,P.L Fort Pierce,FL34946 Job Truss Truss Type Qty Ply XRMSCMB3L144X8 CO3 COMMON 1 1� A0127158 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Nov 12 2017 Print:8.120 s Nov 12 2017 MiTek Industries,Inc. Wed Jan 24 13:39:22 2018 Page 1 ID:ld_OOXyyT61Bi TXo1jwHHzefvK-017FggwzQEuRFSU 4kkZ6Gm2cVOJKcMjWRmz7Vzs8QZ 1 4-0 5-1-4 9-8-0 14-2-12 1 ;� 18-11-14 1-4 0 5-1-4 4 6-12 4 6-12 4 9 2 4x4= Dead Load Defl-=1l8 in 4 6.00 12 1.5x4 1.5x4 is 3 5 1 a0 2 1 O 7 3x4= 5x8= 3x4= 9-8-0 18-11-14 9-8-0 9-3-14 I Plate Offsets(X Y)— [2.0-2-0 Edge] [7.0-4-0 0-3-0] d LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.12 7-10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.26 7-10 >872 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 Horz(TL) 0.03 6' n/a n/a BCDL 7.0 Code FBC20141TP12007 Matrix-MSH Weight:84 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. TOP CING- HORD 5)`This truss has been designed for a live load of Structural wood sheathing directly applied or 5-2-3 oc 20.Opsf on the bottom chord in all areas where a puriins. rectangle 3-6-0 tall by 2-0-0 wide will fit between the " BOT CHORD bottom chord and any other members. 6)Provide mechanical connection(by others)of truss Rigid ceiling directly applied or 7-4-14 oc bracing. to bearing plate capable of withstanding 448 lb uplift at MiTek recommends that Stabilizers and required joint 6 and 593 lb uplift at joint 2. cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. I REACTIONS. (lb/size) LOAD CASE(S) Standard 6 = 690/0-3-8 (min.0-1-8) 2 = 799/0-7-10 (min.0-1-8) Max Horz 2 = 83(LC 4) j Max Uplift 6 = -448(LC 5) 2 = -593(LC 4) Max Grav 6 = 755(LC 9) I 2 = 866(LC 10) FORCES. (lb) Max.Comp./Max.Ten:-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1248f790,3-4=929/588, 4-5==929/587,5-6=-12461782 BOT CHORD 2-7=-623/1057,6-7=-613/1053 WEBS 4-7=-268/486,5-7=376/367, 3-7=380/378 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=42psf;h=15ft; Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. i W*kcx¢aar ns J.ili to e¢I ds acl'.nM1late�rddAcSTrus lr.[rtlS It=05�l h.r?NrS sNtet nr¢riUDfer rtfa¢rsr-dlie Ktlntlst¢cl 1arswryrt rxuMat4 Mtn-:ysdrtes:imslej aNnUe1C-0xtr,�el2)d.lq lrxnvn{thes.IWs��aSiins_rmslikr_ Antony T.Toniho III'-P.E. y e�vdr�s lmsfirn ralM1arutle nsru;a+tar�tz ans;NaOixiaaAkvN rv9a:M1a1Lar0 u[<u:alcw'e3+1MIrLyi S;¢Ibe b�laEetMe¢rP'1.'legpn.a'dtee.laard�hH al0iirm;,i.&ry tvdag.]%ry ies¢Awf6uy p>r t:mns�asi:ara. r.80083 Mlaaxr7n_ n!(cc rr.,Ssi uts a[vi;en.IDD eNMp�iiasar tadelnesAMlaafiq 4ar.1vlSahry lfe man,7(.4rpFh#.lr1MaN St(A nsirJeexarSp�antlme RBI naves fA esraxMeiis¢aMind U!i+ss Oe9pu,r�ss PraaE�ia otlmsWx!iatrerwiNs ' 4s:sr:Wde aiYd. tlslise taxi Oro(rah¢Iapeii'ea¢�nnryYrtttre`xi .eN.ie:inssk.r�F+ju¢rf•.IGrtar�da3.s:ggttT,uSps'es F�uulfcar i+J&ar.111 te1o�=Namt �izinREL, Fort Pierce;FL.34946 Upnigh1.0 2016 A l 16alTrussc"s4n1bcPyl.I"0111,P.I,Reproduaica"ol ihis dorumerl,in auy lmm ispiohi6ifed xnhcut the:irinen permission fi m A I Rcel%ssei-ppffiany L lomta 111,P-L I Job Truss Truss Type Qty Ply XRMSCMB3L144X8 C04GE GABLE 1 1 1 A0127t159 Job Reference(optional) -Al Roof Trusses,Fort Pierce,FL 34946,design@al truss.com Run:8.120 s Nov 12 2017 Print:8.120 s Nov 122017 MiTek Industries,Inc. Wed Jan 24 1339:23 2018 Pagel ID:ld OOXyyT61Bi_TXoljwHHzefvK-tUhd29wbBY01tc3BeRFoeUJ92vjo3wWsl5WWfyzs8OY ,1-4-0 6-1-5 12-10-3 1sA0 25-118 1-4-tl 6-8-5 6-1-13 6-1-13 6-11-8 6.00 Fl2 6x6 Dead Load Defl.=1/4 in 6 3x4 ST3 3x4 T 44 4 5 6 9 7 W6 n W4 3 1 2 4 5x14= 8 2 3x3 II o 8 3x4 II v o-d 2 l 'I 1 o ' 11 10 5x8= 44= 19-4-0 10-8-7 18-9-12 18- 2 25-11-8 10-8-7 1 8-1-5 0- 6-7-8 0-4-14 Plate Offsets(X,Y)— [2:0-1-8 Edge] [5:0-2-0 0-0-12] [6:0-4-4 0-3-4] [7•Edge 0-1-12] [9'0-6-8 0-3-01 [11.0-2-8 0-3-01 [13:0 1 10 0 0 12) [17.0 1 10 0 0 121 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 0.61 Vert(LL) 0.15 8-9 >547 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.42 11-27 >538 240 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.02 10 n/a n/a BCDL 7.0 Code FBC2014/TP12007 Matrix-MSH Weight:195 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) BOT CHORD 2x4 SP No.2'Except 2x 2x4 No.3 Vasd=124mph;TCDL=4.2psf;BCDL=4.2psf,h=15ft; Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); WEBS 2x4 SP Noo..3 cantilever left and right exposed;end vertical left and OTHERS 2x4 SP No.3 BRACING- right exposed;porch right exposed;Lumber DOL=1.60 TOP CHORD plate grip DOL=1.60 Structural wood sheathing directly applied or 5-3-3 oc 3) Truss designed for wind loads in the plane of the pudins, except end verticals. truss only. For studs exposed to wind(normal to the BOT CHORD face),see Standard Industry Gable End Details as Rigid ceiling directly applied or 6-0-0 oc bracing. applicable,or consult qualified building designer as per ANSI/TPI 1. MiTek recommends that Stabilizers and required 4)All plates are 1.5x4 MT20 unless otherwise cross bracing be installed during truss erection,m indicated. accordance with Stabilizer Installation guide. 5)Plates checked for a plus or minus 0 degree rotation about its center. REACTIONS.All bearings 0-3-8 except Qt=length) 6)Gable studs spaced at 2-0-0 oc. 2=0-7-10,10=0-2-12. 7)This truss has been designed for a 10.0 psf bottom (lb)-Max Horz chord live load nonconcurrent with any other live 2=466(LC 5) loads. Max Uplift 8)'This truss has been designed for a live load of All uplift 100 lb or less at joint(s)10 20.Opsf on the bottom chord in all areas where a except 2=-497(LC 4),8=-241(LC 4), rectangle 3-6-0 tall by 2-0-0 wide will fit between the 9=-1099(LC 5) bottom chord and any other members. Max Grav 9)Provide mechanical connection(by others)of truss All reactions 250 Ib or less at joint(s) to bearing plate at joint(s)10. 10,8 except 2=767(LC 10),9=1224(LC 10)Provide mechanical connection(by others)of truss 10) to bearing plate capable of withstanding 100 lb uplift at FORCES. (lb) joint(s)10 except at=lb)2=497,8=241,9=1099. Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. LOAD CASE(S) TOP CHORD Standard 2-3=-959/501,3-4=-627/317, 4-5=-501/329,5-6=-170/376, 6-7=-157/387 BOT CHORD 2-11=-697/861,6-9=-693/483, 8-9=-251/160 WEBS 3-11=-448/447,5-11=0/268, 9-11=-422/543,5-9=-799/635, 7-9=-465/487 NOTES- 1)Unbalanced roof live loads have been considered for this design. 6..qilnse lFnrgdr mie+tx'AIR]CTR.SSiSj iELBC}6iF:7f;eflY18(UYMRCAS(USI?N;.LTi Fn0!M1'.E2J!if�Irrr 1 rt(t•sy(vmtl�r oaiie.delnr les rn:s'Jts m,3rr�jIN�rtE 441rNuy L7w.Sa7i,lf.Idnexe Skeltlmr cse UdesseiEerlse st9el re tir lOD,czy Wrec nrc:NrE:ns9iltie ned he thxTJDW-14lse7,UKpe6W.!t;iXS,andt[6(iaerlesednn(IDDre(:s.mumnaf clue prte:uweltgeee!vgns(.,tiYll.?('u Ce lnq+a dgir,.'tinssMp0e1 re1e ICU HM1,ndn 111 l,.ibdtsgxasuotlires:bn a?!wdnias,srileiill Anthony .Torilbo r.1ut11M tnn nc Wig 6t ngae dy 0'.0—!N 6-6D:Ta:ie/ .1n 6,G4ukg 0nW'4 Cnotlel ei fi,W't a(n(n.Ie;yld me natha.iieq;i.tadmtou ob�nir seAue tress,al firytz�:c;,.kn�e,hshlMin ufbe!aJ 9.iskreresisaxtehrl. Y. Ili,P.E. Zt ISe1PUnlli`(itlll'eialpdtl tldntrclLy({Gr'JISlleilte:nceN7@ rthfk:!tMdSiOpbI:InCAed'it:J`k1KY�➢:}RSIte4es3t! ��".91t;WNiKf#!CnsLk51 N.r'e!10et' —80083 8 rE.P— hi.k'.nle V",nless4451 St.Lucie Blvd. Fort Pierce,FL 34946 CUpniyht®401EA-1 ioo(Trosses-Ant6aayT.iom6o III;P.I.Reproductiae oft6is doNmecf,in may(Dim,is ptahi6ifed xithe!A the written petmissionfmm Ad&co}Uessei-Anihanyi.Jumbo Ill,P.f: Jib _t!16 Truss Truss Type Qty Ply XRMSCMB3L144X8 C05 ROOF SPECIAL 1 1 A0127160 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Nov 12 2017 Print:8.120 s Nov 12 2017 MiTek Industries,Inc. Wed Jan 24 13:39:24 2018 Page 1 ID:Id_OOXyyT61Bi—TXoljwHHzefvK-LgFOFVxDys89VmeNC8ml BhrJyJ4OoPkO—IF4BOzs8QX 1 5-3 6 12-10-3 19 0-0 25-11-8 1-4 5-316 7-6-13 6 1-13 6-11-8 6.00 12 50= Dead Load Defl.=118 in 5 6 3x4 I I 4 7, W4RA II� 1.5x4 Q 8 3 W3 9 2 7x6 11 3x4= I v a1 2 12 11 5x10= 1.5x4 11 3x4= 19--0 1 i 9-8-13 , 18-9-12 18-11r2 25-11-8 9-8-13 9-0-15 0- 6.7-8 0�-14 Plate Offsets(X Y)— [2:0-2-0 Edgel [4:0-2-8 0-3-0] [6:0-M 0-1-151 [6:0-2-4 Edge] [l0:0-1-8 0-5-81 [11:0-2- ,0-0-121,[12:0-3-12,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc)I I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.09 8-9 >901 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.29 11-12 >788 240 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.02 11, n/a n/a ` BCDL 7.0 Code FBC2014/T'PI2007 Matrix-MSH Weight:153 lb FT=0% LUMBER- TOP CHORD 2x4.SP No.2 NOTES- BOT CHORD 2x4 SP No.2`Except' B3:2x4 SP No.3 1)Unbalanced roof live loads have been considered ! . WEBS 2x4 No.3 for this design. ! BRACING- 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) TOP CHORD Vasd=124mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft; Structural wood sheathing directly applied or 4-11-1 oc Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); puriins, except end verticals. cantilever left and right exposed;end vertical left and BOT CHORD right exposed;porch right exposed;Lumber DOL=1.60 Rigid ceiling directly applied or 6-0-0 oc bracing. plate grip DOL=1.60 WEBS 3)Plates checked for a plus or minus 0 degree 1 Row at midpt 10-12 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, 20.Opsf on the bottom chord in all areas where a REACTIONS.All bearings 0-3-8 except(jt=length) rectangle 3-6-0 tall by 2-0-0 wide will fit between the 2=0-7-10,11=0-2-12. bottom chord and any other members. (lb)-Max Horz 6)Provide mechanical connection(by others)of truss 2=466(LC 5) to bearing plate at joint(s)11. 1 Max Uplift 7)Provide mechanical connection(by others)of truss All uplift 100 lb or less at joint(s) to bearing plate capable of withstanding 509 lb uplift at except 2=-509(LC 4),11=-145(LC 5), joint 2,145 lb uplift at joint 11,262 lb uplift at joint 8 8=-262(LC 4),9=-921(LC 4) and 921 lb uplift at joint 9. Max Grav All reactions 250 lb or less at joint(s) 8 except 2=777(LC 10),11=828(LC 10), LOAD CASE(S) 9=646(LC 3) Standard FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1171/671,3-4=-755/390, 4-5=-81/310,5-6=-256/409,6-7=-278/382, i 7-8=-317/353 BOT CHORD 2-12=-887/1082,10-11=-774/174, 5-10=-652/478,9-10=-350/416 WEBS I 3-12=-541/541,4-12=0/277, 10-12=-521/641,4-1 0=-798/65 1, 5-8=-463/417 W.,,iq 41wl Aalgtlf nit.Fe imA O1rinCi6O151i NFi47d d[1Gds=31TN!'Irta:'Tedf hsigl rmnelns nd i!cAeiln nCtis h.ssdesrta D rss;3;I[?rNRe ttfln�T.Twls[I,ri.rdrttnrSlr'tdrtiie Udns lttrrise stdd n ArlUD,ce f NJTt iuseatsT'r!s iilneseldsllrl9Dsa S!idil Aseuas�!tiP.&paz 7t;S;etldry hQ�a Se stilnnrTUO rtitx!meme�a;!dhrrtalesUn[a tq�+e!4pntryNiNlTo t:e le!p•dlNs+•Tonle¢Gtl lsAt lUD adr,Mxln t.i4leiF,3ns.�px�tw u�unns,mtrt7_ ,goytony.T.Tombo lli,RE., t.�nl rl!lrtTmsrx ll.Ia141gutS T,ixsilirar Nre�aw;1a Uirni!saai:NrsBefw krfnr Desgar 95ia>reddik li(.n!!K nl be DaT lx'a'zTMe !T%1..Ili girne!dMTrB rd uir Nlvdtle loss,w-M,q L-,dug.ta%q -sNF>bn tdktmy ld;�tk res�as3Y�i,'ll. =80063 Tte ea.ia33r,ctN rss*-,r.,:a u'e et tNaae rOUWinr?Msni;MdnndhllNkq(teravt5de71te' nran'N9i.GlikelTlndstu_nttdnnttlSrnt�'r^+mt gH[Sts3e rzsf15rr'nii w7®a!sdtt T.msuesl3ia r. 'IFes:r;hpun onmsurdairn�te_ess 4451.St.Lucie Blvd.11 riselifitdrfa(It£IAgi?+:jnntndylrAira`rm�rf:Taeisiss5e';iphius4ISqu NIa9 tsrmraTri:iittearaT,nrdmyyl�tiq.`illmiNad—sutn1631MR.. Fort Pierce,FL:34946 Cop jrigbi Q 2016 A-116ITmsses-Aotbaoy U mbo 111,P.E.ReptbdarManef lbisdantmeiiA;io any lotm;is piohibBed wilhounhe wrinta petmissiodltom A-PteaiTTeis6-AmhanrT:lembo I16 P.E. i I Job Truss Truss Type Qty Ply XRMSCMB3L144X8 CJ1 Comer Jack 8 1A01271u1 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Nov 12 2017 Print:8.120 s Nov 12 2017 MiTek Industries,Inc. Wed Jan 24 13:39:24 2018 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-LgFOFVxDys89VmeNCBmlBhrQVJEdoY10_IF4BOzs8QX -1-4-0 0-11-11 14-0 0-11-11 3 6.00 F12 0 2 d 0 T1 B1 1 A° 2x4= 0-11-11 0-11-11 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.00 7 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(TL) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 7.0 Code FBC20141TP12007 Matrix-MP Weight:6 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 5 lb uplift at BRACING- joint 3,274 lb uplift at joint 2 and 24 lb uplift at joint 4. TOP CHORD p p Structural wood sheathing directly applied or 0-11-11 oc purlins. LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = -5/Mechanical 2 = 181/0-7-10 (min.0-1-8) 4 = -21/Mechanical Max Horz 2 = 114(LC 4) Max Uplift 3 = -5(LC 1) 2 = -274(LC 4) 4 = -24(LC 10) Max Grav 3 = 25(LC 6) 2 = 206(LC 10) 4 = 54(LC 4) FORCES. (lb) Max.Comp./Max-Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft; Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. ls•i4lierfeUa.gHlaat+nlIEAGi1OSSEBCM[r}6[EIMR®S&DoIT105 IOU NI.1",11KIrWOMNi'fue feAttfipruin nsmditSo nulzsinss0, airdgl][•a,idxM.1Cii.Wl,11:Idmr SW.t&-e:U s%dt-i3eIdd.thIGq&r YJTek uruarties�>!!is relUr Ge iO0ro5e nIU.bairns Oyi[e FsUeeft ei Stx:nlnhQufr]efednarlopreNK enuaa� edlx yralesaa.d eggeee�uq regmiNln[M figees!gaft?i:o.TisseFr:ae/fstle1OG 3fl!,iNei IA 1.ikt Lev�aunrtirei ita-q:ndqus;sttllil6:7 Anthony.Tombo III,P.E. r>A.urnisl¢u rt= e4illiq is HeetgfnAitttyUNaO yn iteG xys e:A`a:elr.±UURe Intl gOe iseer:vMf uehmdik l?f:52(alh S;U 6dUiOi.le ce6T!id.!Ie qpe effhetDO aei uj lr!I ne Atie loss, je5q Lx!'isy.:'frq.,nsh;imfffedlr¢s-Fd Se!4fes1>:sau�tr 80083 ' terxU:gGe ![uar•.:nrf 4JGIOGeI1110A®t[Wdofdle[eJ[HJ[F1i8JSeh[Il:tll[[1[tfF[�IMa[SrIAObldf#!�i kI d➢t fIHSNSSefIitFS4!f ESQ 1 frtiffGlfIHT iGtt i�fY©rilil1�&MIQR,KiKi 4451 St.Lucie Blvd. rt UeihtyreMmerft' ,v�mf[ndtla:!:acre,tf,f ti�E��ti:e[ic,r a:1.,1,,ri ff.T,:z gfitrra[»ate.All midxfdif,R+f—le.-Iiit111. FotPiette,FL 34945 Capyii5hl02016A-I Roof asses-AalhoayT.TainhoIll,P.E.Relitodutina of ibis klllaed,in any form,is piobly1fed withoul The wriflte permission from A-1 Roof Tresses-Aithanyl.Tombs III,P.E. Jib ~ Truss Truss Type Qty Ply XRMSCMB3L144X8 CJ3 Corner Jack 4 1 A0127162 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s'Nov 12 2017 Print:8.120 s Nov 12 2017 MiTek Industries,Inc. Wed Jan 24 13:39:24 2018 Page 1 ID:Id_OOXyyT61Bi—TXo1jwHHzefvK-LgFOFVxDys89VmeNC8m1 BhrQVJDIoY10_IF4BOzs8QX -14 -0 2-11-11 1-4-0 2-11-11 3 i 6.00 l2 0 0 2 131 1 0 4 n 2x4= i I 2-11-11 2-11-11 Plate Offsets(X Y)— [2:044 0-0-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc)I I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.01 4-7' >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 Matrix-MP Weight:12 lb FT=0% LUMBER- TOP CHORD 2x4 SIP No.2 6)Provide mechanical connection.(by others)of truss BOT BRACING RD 2x4 SIP No.2 to bearing plate capable of withstanding 124 lb uplift at TOP CHORD joint 3,358 lb uplift at joint 2 and 100 lb uplift at joint 4. Structural wood sheathing directly applied or 2-11-11 oc puriins. LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 64/Mechanical 2 = 212/0-7-10 (min.0-1-8) 4 = 23/Mechanical Max Horz 2 = 200(LC 4) I Max Uplift 3 = -124(LC 5) 2 = -358(LC 4) 4 = -100(LC 5) Max Grav 3 = 90(LC 9) 2 = 222(LC 10) 4 = 43(LC 3) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust) l Vasd=124mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft; Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;porch left exposed;Lumber DOL=1.60 plate i grip DOL=1.60 i 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 'deinp-flea.4.,qgp.h.WA-1 IOC.TUSSBri!!tE!'16l19:IMi(Jlrimg 6"inKrIM1 MIEI1C..N(dl lnz.Ind!l:riry pamtlns eJie>d Mh shtT;n_s'JesnOrra:pjl[;x1t41.!Mtf.IR4f Ci,ll.Idenxe Stet.kteto',r_Odess eGemestil4 wNr ICO,uy Wiet tua�rp:ns lbl Ee rulh�tlFlJOis SetdN.If cirns_O?tip itpina L,f e�ll!hyue�5s sednpr7UDreprsmamrp�:edtk rytlesilndeggeunp rz:p>rsttJar?v he In pidRe;:r,-ti!sfks9N nne IC-0rH,�n rrtd.ik k:tia rssmprresIW-;xfmuc;rruktl -Antt onyl Tonibo III,P.E. c�uryilxstt mlailupntle agnulSmdtz 0.m-Ma6rxit e9!a hNe,:lir 6e Gifrcp Oeupai:7hwle:I rphe R(.9:4:mlflelrsi R=:�y n6 stl!Ip[le qpn tldhe',00Mopfitil udKe{r.u,ai�ts�'brg2:ge,pptllnin nilruaT fihlkns�n3e9r[. -r�SOO93 d�l;%tip Orin.tt!r[irCe!.l11'Me::a6x?u de IOOMMpmsni al p+Aernn dye ledtnj[cap-viSAeq la!einCa�lUjiGnlellllMulfpXnenlnanikp to 3+lat R:I ieSeef;Rt nsp�'0.?eii!WMxdhpRa Oesipn,l;ns�nya6 ery mfln;s kavhgrp;w;ess 4451.St.Lucie Blvd. ' rEzrisetefird lya(MttlepeJ-;prt6�ilMphrllprtx!InHrrd isnTnsi(e! E;narelCi Fa laJmp Cis pvr;rrTnsf SpsRm Spiitnrat lup5ip..111 tM7diiHzruti fr_e;la^malhRi4: I Fort.Pierce,FL:34946 Cgoigb!®2016A-limoflrusiis;Anfbony Limb 111,F.E.Repiodogins`nhEisdorumeop,inooyEorm,isplohi6ileEwithaupr6eNrinenpermissiooL•omA-1RoolTresa"s-AotAonrTfTom6olll,P.E, � I i Job Truss Truss Type Qty Ply XRMSCMB3L144X8 HJ2 DIAGONAL HIP GIRDER 2 1 4 A0127r63 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Nov 12 2017 Print:8.120 s Nov 12 2017 MiTek Industries,Inc. Wed Jan 24 13:39:25 2018 Page 1 ID:ld_OOXyyT61 Bi_TXo 1jwHHzefvK-pspOTryrj9G?6wDZIslGkvOYHiXxX?G9CP?dkgzs8QW -1-10-10 2-9-3 1-10-10 2-9-3 3 4.24 F12 8 v o C? 2 T1 B1 0 9 4 A• �• 2x4= 2-9-3 2-9-3 i Plate Offsets(X,Y)- [2:0-1-12,0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.02 4-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 7.0 Code FBC2014/TP12007 Matrix-MP Weight:12 lb FT=0% LUMBER- TOP CHORD 2x4 SIP No.2 6)'This truss has been designed for a live load of B 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 or 2-9-3 oc, bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. ROOT CHORD p T 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 74 lb uplift at Rigid ceiling directly applied or 10-0-0 oc bracing. joint 3,357 lb uplift at joint 2 and 47 lb uplift at joint 4. MiTek recommends that Stabilizers and required 9)Hanger(s)or other connection device(s)shall be cross bracing be installed during truss erection,in provided sufficient to support concentrated load(s)139 accordance with Stabilizer Installation guide. lb down and 97 lb up at 1-4-9,and 139 lb down and 97 lb up at 1-4-9 on top chord,and 29 lb down and 39 REACTIONS. (lb/size) Ib up at 1-4-9,and 29 Ib down and 39 Ib up at 1-4-9 3 = 21/Mechanical on bottom chord. The design/selection of such 2 = 208/0-10-7 (min.0-1-8) connection device(s)is the responsibility of others. 4 = -14/Mechanical 10)In the LOAD CASE(S)section,loads applied to the Max Horz face of the truss are noted as front(F)or back(B). 2 = 155(LC 4) Max Uplift 3 = -74(LC 5) LOAD CASE(S) 2 = -357(LC 4) Standard 4 = -47(LC 10) 1)Dead+Roof Live(balanced):Lumber Increase=1.25 Max Grav Plate Increase=1.25 3 = 72(LC 16) Uniform Loads(plf) 2 = 252(LC 19) Vert:1-3=-60,4-5=-14 4 = 88(LC 14) Concentrated Loads(lb) FORCES. (Ib) Vert:8=55(F=28,B=28)9=45(F=23,B=23) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft; Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Gable studs spaced at 2-0-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. nt�ni-Nmdmgd[a:e+�!•rle1BTISS"3jiFtFFrAH5:7SL1E1458rOeCiI1G95F9S19H(2LT�';S,I116ti,Fi•=NFX:•6rs fuAj3•iiRrr.aNnsminidaHnntasFnss6eiSndrsri�1Cv<ndBxAnln7r.lreSsAl,ri.ldnexeSt«'lekreose IlJes<HsnrisestmdnHelDgc+ We[:wR9rrins Rill Ce rse06r(keTiBIDitdie.I .1—Nl.Bpce,le,Faadq I-PW�de sed os nr'1841p.913a ase;h;tdw 110.wd egfree P-11-1 1tj1ii!at:4tF*sik$.Im,Rpadu d,TO A.TH 1,.TOlt:gaasm�rsx,irdxr[xinilrs;smdiBj AnthonyT� .Tb' d5ain!nr rdur i!dere oe:iHl d�a.,n.r o.x?, 8s d.r a4ilu 8ru tale afn R(.deiKminrbdl,4, rnbo Ili,P.E. S q at S lea. 'te'da Ml lhgpn ds7tu'gD rd sorb ll tdde/nu,r IrGglzdnrq.i'ry,uadNGnMhrcy JiliMfk rniastetrd ,`,80083 ' &e<.rJ r d .n .:Ms a .dih lbUM l pa msai ildttsrfde lul4y[rtrbHSd�Itemdn BUynsG:lilnWS t(8 betdnewi7yrn pdneRinSxsd..ieiiro:m:sla4ndde6ssgenSee,je,e fl� onn,ssmduYn,wh` 4451.St.Lude Blvd.eE.nse ldrdlJLrIH"[AIp[el Syli.\IdIg1YAIlFr;!nY`.fii T1?in;t Ce ahSh!er is AGi tat isl_n.y?�,uins.Sy.ez.gnen daJ6rJLY1.F11 mJ3,d:d a.ns rrs esi3al is RFl, toppigbl®2DIdAdRoof fuss-s-AnibcnyLTombe III:P.F.Repmdidiaeof ibis dommeri,in any form;isprohibitedwithom@ewdnanpetmissionhomA-IRafTrcises-Anthonyl.Tombs Ill,P.L Fort Pierce,FL-34946 Job Truss Truss Type Qty Ply A0127164 XRMSCMB3L144X8 HJ5 Diagonal Hip Girder 2 1 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Nov 12 2017 Print:8.120 s Nov 12 2017 MiTek Industries,Inc. Wed Jan 24 13:39:25 2018 Page 1 ID:ld_OOXyyT6IBi TXoljwHHzefvK-pspOTrA9G?6wDZIslGkvOVGiSdXyV9CP?dkgzs8QW -1-10-10 3-0-11 7-1-3 1-10-10 3-0-11 4-0-8 4 I 4.24 12 1.5x4zz 11 3 o N N 10 2 1 d s 12 13 6 d o• i 4x4= 5 3x4= . 7-1-3 7-1-3 Plate Offsets(X Y)- [2:0-1-8 Edgel [6:0-2-6 0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc)I I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.16 6-9' >528 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.56 Vert(TL) 0.14 6-9� >610 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.24 Horz(TL) -0.01 6 n/a n/a BCDL 7.0 Code FBC2014ITP12007 Matrix-MP Weight:31 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 not intended for use where aesthetics are a WEBS 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 purlins. chord live load nonconcurrent with any other live BOT CHORD loads. Rigid ceiling directly applied or 5-5-6 oc bracing. 5)'This truss has been designed for a live load of MiTek recommends that Stabilizers and required 20.Opsf on the bottom chord in all areas where a cross bracing be installed during truss erection,in rectangle 3-6-0 tall by 2-0-0 wide will fit between the accordance with Stabilizer Installation guide. bottom chord and any other members. I 6)Refer to girder(s)for truss to truss connections. REACTIONS. (lb/size) 7)Provide mechanical connection(by others)of miss 4 = 104/Mechanical to bearing plate capable of withstanding 127 lb uplift at 2 = 311/0-10-12 (min.0-1-8) joint 4,701 lb uplift at joint 2 and 407 lb uplift at joint 6. 6 = 127/Mechanical 8)Hanger(s)or other connection device(s)shall be Max Horz provided sufficient to support concentrated load(s)135 2 = 276(LC 14) lb down and 97 lb up at 1-4-9,135 lb down and 97 lb Max Uplift up at 1-4-9,and 162 lb down and 136 lb up at 4-2-8, 4 = -127(LC 4) and 162 lb down and 136 lb up at 4-2-8 on top chord, 2 = -701(LC 4) and 138 lb down and 40 lb up at 1-4-9,138 lb down 6 = -407(LC 5) and 40 lb up at 1-4-9,and 9 lb down and 59 lb up at Max Grav 4-2-8,and 9 lb down and 59 lb up at 4-2-8 on bottom 4 = 130(LC 19) chord. The design/selection of such connection 2 = 358(LC 19) device(s)is the responsibility of others. 6 = 143(LC 3) 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. LOAD CASE(S) TOP CHORD Standard I 2-10=-395/602,3-10=-390/609 1)Dead+Roof Live(balanced):Lumber Increase I1.25 BOT CHORD Plate Increase=125 2-12=781/427,12-13=-781/427, Uniform Loads(pif) 6-13=781/427 Vert:14=60,5-7=-14 WEBS Concentrated Loads(lb) 3-6=-444/812 Vert:10=57(F=29,B=29)12=46(F=23,B=23) NOTES- 13=-9(F=4,B=-4) 1)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft; Cat.11;Exp B;Encl.,GCpi=0-18;C-C Exterior(2); i cantilever left and right exposed;end vertical left exposed;porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 6rcq-tkest bntMllp min Nn'!-I t9C�1nSS3{SEIIIC}615:75.1[Iftt a Wi-IpG4(7Si?N(3LTd'�1(CIESeE.JbfN!'Ixc�fertl t!iip nnaHes ni xNodn x ht Imt'Jx�a 9rrrigjl[u;x[tts itllea�p Llaeh�,ri IArte�e Ae+ktee n[Udns dfense t19d ro bt IUD,m'1 CJiek:x�e iTets J9l bt ulhrttalHltfletdN ftepnt Bzsip ffpxp;lf-Spa4T FipxFr3e tetlxxrlD�terrt-rctume; ;ecltkrilrilxd pfi't'bix.rxnkisTh th lexpN2efs^:irntltMNutielLD xl.,Mei TH.).T4{u:pxnap�res.bil:rrxtmpts;stacklT nTitnOoy:T..TOmI)O IlI',P..E.: e�utls lasshrmrallarpbe•s}xutdrydrtBap to OneitNr-serbi.Wl6q Beuprt:hMutteidln li(.tle!K Ib Fr'laY4giHe d1111 tlegFn rdbe.IVa iilmfiH uAriifnx,air§q lzE�ovg .'q 6:klstiw"MMcr f9Mhres�crirf. =80083 i!!l isr+eSr"a(Iw 1IY.T x'tS L�x!j1lr tBafNMrliMli i+fpid HHGPlrJ6q lfn7a.HSden�tgxmx 7�114N14lEITfiNIHST(fP61lTt1{%114f yt`xl�y�lAf ni-t EE5x5 llxp±i0+ilt!ml+usi t!3;.Tins Usupn Ixtioei.'sa.ollnuwxScex,,rce;s 4451.St:Lude Blvd. ' Rnin frhxlija(catN aplNqutnfnsgil A(Ertts in„eA fliTm"s ee prarn!narCf Gzlal:e3-i�a>f;rcl�s_ST•.e:Fotiwraa�NlisM.,lll tor3t.Nbas x>e;IJva1tRN.: Fort Pime,FL.,34946 (opnight®701d6•ItoofTmsses.;AotbooTi,Tom6oIII;P.E..Repi6ductiaabfthisdomaiem,inonyfoun;isp�odibifedxithaultherrrineapeimiifionftbmA-lRaaiTrEssei-AothonYYJomb Ill,P.E: I Job Truss Truss Type Qty Ply XRMSCMB3L144X8 J2 JACK-OPEN STRUCTURAL 9 1 .AO127465 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Nov 12 2017 Print:8.120 s Nov 12 2017 MiTek Industries,Inc. Wed Jan 24 13:39:26 2018 Page 1 ID:ld_OOXyyT61 Bi_TXo ljwH HzefvK-H3N mgBzUTTOsk4olJZpVG6wm_6wOGSWJ R3kBG Hzs8QV 1 4-0 2-0-0 1 4 0 2-0-0 3 6.00 12 2 T1 B1 2x4= 4 2-0-0 2-0-0 LOADING(psf) SPACING- 2-M CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.18 Vert(LL) -0.00 17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 7.0 Code FBC2014/TP12007 Matrix-MP Weight:9 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 6)`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 2-0-0 oc 7)Refer to girder(s)for truss to truss connections. purlins. 8)Provide mechanical connection(by others)of truss BOT CHORD to bearing plate capable of withstanding 237 lb uplift at Rigid ceiling directly applied or 10-0-0 oc bracing. joint 2 and 57 lb uplift at joint 3. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. LOAD CASE(S) REACTIONS. (lb/size) Standard 2 = 187/0-7-10 (min.0-1-8) 4 = 9/Mechanical 3 = 35/Mechanical Max Horz 2 = 160(LC 4) Max Uplift 2 = -237(LC 4) 3 = -57(LC 5) Max Grav 2 = 211(LC 10) 4 = 27(LC 6) 3 = 58(LC 9) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft; Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Gable studs spaced at 2-0-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10e:uyPlelsf BnrgGl Hntr lie'bIA00ritbSS'3[irllR),6FA:72C1E/NS3r0RCA0CAS[DSiON[34Ti1�drnGT:EO'.lIEXf'Ircm.h!ejinip rmmtlur rtdit!AmilKH fes I,— Ss 6d,1P1;r k6 AlilnlLi..St Gl,H.Itlue.Sim tart cH,NdrsseM!rise st9tlHdllUD,taq ATe!!HH:H!1sls)al S[neI¢r It IN B ilIN Istirn4 Dt41p llntF'J IY.YYadh,Et§kttt!{t ttQl ll HY¶IDHrfK!IH i4 aH'p7ttilflt r(AtsflRtl ttfk4!H§HIlH51{IIBy!01 Ih IH F!tlllt eiC eI—lfr'ntl l6t{I IN Ply,UIP Tr f,.Tki ti l KHnrtmS Ild:tr ill€mH4,,lnlury Anthony .Tombo;If PE't HA±sis IHY4&r Ia/tg if All.ilbiltilar 11 ta01tf_13O+it11E.7'a'LNe^9Y;hl4ilL1s bl4 Jln.�h3t8[hKtfik llr.�!I1:81IhIt.&{.:24Dt11fR 1°n-1{!tl§tic{18elDD8'l/tly tlfl HlEp 111K,a4drgt'-'tMl;h!Nf,.lBfhrilllt H/!!n:r.{>I!!!le Yltl:el�Z1f 81 Y l ' U083 ttx rola§Deer It/r:baT.anilh acaf:t nY rbo-l>tl,r:ud;mt pridesrfvt6:16y(Y�r.�s..11Sth¢IfamsAH;{[Sl;plhYte:lrlMMSi(Adt!dnema4rrtetr�mY If ltfSHStilKp9d 8 "nK{EI C%'fi0!SE I,tSS OlSipti_I?!iCK4?ElAHY 0I11i1f S�3MAl<in,R!KS gg51 St:Lucie Blvd. etunuldId11tI1sLHl vyled 3�Y It,NI,Gea hintlrfs ACl ra halal�n{§u,lrl sSIY.Erieerdotpd&y.111 Hgda:fARzt4 rttYll.a lrtRl-I, Copyright 03 201E A-1 ioof suss s-Anlbomy 1.Tombo III,Ff.Renrndemao of ibis dorumeu1,in ooy form;is prohibited%itheul the nrirta petmission from Ad Roof Trouts-AnlhonyT.Tomlo ill,N. Fort Pierce,FL 34946 Job Truss Truss Type Qty Ply XRMSCMB3L144X8 J5 Jack-Open 4 1 j A0127166 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Nov 12 2017 Print:8.120 s Nov 12 2017 MiTek Industries,Inc. Wed Jan 24 13:39:26 2018 Page 1 ID:Id_0OXyyT61Bi TXoljwHHzefvK-H3NmgBzUTTOsk4oIJZpVG6whg6pPGSWJR3kBGHzs8QV -1-4-0 5-0-12 r 1-4-0 5-0-12 3 i 6.00 12 j N I 2 6 I 1 e- 6- g 4 2x4= 5-0-12 5-0-12 Plate Offsets(X Y)- [2:0-4-4 0-0-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL: in (loc) 1/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.11 4-7 >532 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.46 Vert(TL) 0.09 4-71 >663 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code FBC2014/TP12007 Matrix-MP Weight:18 lb FT=0% LUMBER- TOP CHORD 2x4 SIP No.2 6)Provide mechanical connection(by others)of truss BOT CHORD 2x4 SP No.2 to bearing plate capable of withstanding 230 lb uplift at j TOP CHORD joint 3,475 lb uplift at joint 2 and 186 lb uplift at join it 4. j Structural wood sheathing directly applied or 5-0-12 oc purlins. LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied or 10-0-0 oc bracing. I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 124/Mechanical 2 = 281/0-8-0 (min.0-1-8) 4 = 49/Mechanical Max Horz 2 = 292(LC 4) Max Uplift 3 = -230(LC 5) 2 = -475(LC 4) 4 = -186(LC 5) Max Grav 3 = 164(LC 9) 2 = 286(LC 10) 4 = 78(LC 3) I i 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) t Vasd=124mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft; Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. Zt5ed±g-that dn±gdT mi±+ttt't-1 tDC.'1tDS56{iEllErjH57i(ITIYS a IDI9DDAf(DSi.^.NI'SbTd,i(riCit•`D:NtN!'Im.Tedi d!sip}senders vdirJ Mn ntni Tans Dt!m 3meg 1F1;ed ttr ftittry T.Ish rrE ldermt SEtC ltnrn[IldtssdErrruesMri to d!IDD,a':r CpTek";xagngns 191knl1hrtkTiDt!iredd Is Elms Dap hpireer91 ud n alTDD11F. .0 ,!.tdrx}rtinuml tlt ir_'pOki10%,etjaei Wst 100±*.We TAd,Tk lti}!as p pea-g:ili.wwd" AUiyrony7:Tofnbo llI,P.E.: W ud7as lissnrm ;is im'sid ±lEs On `[D.xif e:Ek edn:diifnWtfq Oeseper,aEeu!IddlklrL�eB(niR rrs'!s'F.yuit wil l!kgy±�ddht IDD rA ogfHwd6t jrvu,airtaS EsEfiq.±Ygt�9±Rffn±±/lnruT!f�tt!krespix3;Ord. =80093 ihr# gtrT^rtlfm t¢r.,.ii!Met viaih lPD nlik}anaiw yedelne±doe ed6y kc}tev1 S±M}l (nc�n'rLl y.ali4eHTgnisE(l.oeitinra dMptia pimt ma h5eei 3s,npnGzni±,uiirund3!Ins ot4px.rani Detrn ±v WTirskir'rytrn, m 4451.St.Ludt Blvd. 't±iYmt.iipL(/ttl 9gF iepDO neegrlfD}irJ I ir4 Tt±TIe3!D! Eagntr 09Ttal deg-span aTn;sfpe Earysdn(!nlSry}I cp7 tN7s ero in,init 1. Fort Pie(fP;FL 34946. (opmight®1016A-IWliussis-AntbonyT.Tomb Ill:P.E.Repiodumonpl@isdotumect,inaffirm,is prohibited»ithcothehrinenpmmissionbomA;1RccATresse"s`-Apthonyl:Umbb Ill,P-L I I Job Truss Truss Type Qty Ply XRMSCMB3L144X8 T01 GE COMMON 1 1 s A0127,167 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@.Itruss.com Run:8.120 s Nov 12 2017 Print:8.120 s Nov 12 2017 MiTek Industries,Inc. Wed Jan 24 13:39:27 2018 Page 1 ID:ld-OOXyyT61Bi TXo1jwHHzefvK-IFx8uX_6EnWjMDNytHKkpKTu8W9d?uCSgjUkojzs8QU 1 4-0 1-4 4 3-0-2 4-8-0 6-3-14 7-11-12 9-4 0 10-8-0 1�-0 1 4 4 1-7-14 1-7-14 1-7-14 1-7- 44 1-44 1-4-0 4x4= 5 6.00 12 4 6 3 7 2 8 1 9 0 Li I 16 14 13 12 10 3x8 II 15 11• 3x8 II 1-2-8 1 3-0-2 4-8-0 6-3-14 7-11-12 8 1 8 9-4-0 1-2-8 0- -12 1-7-14 1-7-14 1-7-14 1-7-14 Plate Offsets(X,Y)- [6:0-0-0 0-0-0] [7:0-0-0 0-0-01 [10:0-0-0 0-0-0] LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.05 13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.06 13 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 11 n/a n/a BCDL 7.0 Code FBC2014/TP12007 Matrix-MR Weight:47 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 6)'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 WEBS 2x4 SP No.3 BRACING- 9 Y rectangle 3-6-0 tall b 2-0-0 wide will fit between the TOP CHORD bottom chord and any other members. Structural wood sheathing directly applied or 6-0-0 oc 7)Provide mechanical connection(by others)of truss puriins, except end verticals. to bearing plate capable of withstanding 785 lb uplift at BOT CHORD joint 15 and 786 lb uplift at joint 11. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required LOAD CASE(S) cross bracing be installed during truss erection,in Standard accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 15 427/0-3-8 (min.0-1-8) 11 = 427/0-3-8 (min.0-1-8) Max Horz 15 = -61(LC 7) Max Uplift 15 = 785(LC 4) 11 = -786(LC 5) Max Grav 15 = 453(LC 10) .11 = 453(LC 9) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-15=-239/337,7-11=-239/337 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft;. Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are 1.5x4 MT20 unless otherwise indicated. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �l rneta lEnegFlr ai:r M:Is�c risss!-;Fun�str-rs'mausiosrine4sollaNrsera [rscs err!nr:itrert•afltsls,rtr.�ed3.,Ilt.a�3nr:s r�3s�i3 �3: ��[,mttt:atlinyitt�s>!r,rt.Iatre.�t tEw Ns!I�odt3stnr:.i3t3lnd llntlon,raT wiet�xamryrrs:w!«tuInrtlet,1U toa:eplll.A3tt fso unr nu�•a<S�tlltl,EIIi3tHF 3tS at 1911f¶I�rtprf.MIb IXttt :lAIIt rl11t331D1EI<f�'ktt IRr R3rxslYlltlrkl7hkr.1CItN3-0':.".C•T.�S3IfrbPl I6 b!TUP xIT,BNPI T76i_.Rd Iti4J3 A413NIIM,I16:rinFlIl31S,3.Iierlli'r rr d sT nnllhrall� liere,niltrttlr Q lyM#OYXISi9A"LNC 98! tGilllt�l ti zmrtrtttki:yt9(wiPotl�tlki:. alter IM1.'il Mo hny T.Tomtw-11i,P.E. r >m . hi q ndaluyoore.eCrtil fldr Ia,ifultr��g ryt, mid owl6a lg fi krt 3rws:rnd ; ornb ' (F:r:Y;!IF3!S:e!tIIERIICY.iISR3!4N31fIU�IM71hrSltt3mrlt�.trt3fr13tlIWII[6rrevlSeM)IftiurnHlU,y.NISkIk7i?IIliSKAtltICItIR%13r.y`NF°iIIN, n,IIE5tt3§E!Hr1bR-iN.L61lb':RSO'kTMSOtSiptl,Tafros&�PLtlpI111,fX1MI41rtt,RitfS 44515t.0083Blvd. t1.•vl3l lrhld rru(r!!sl lyl.i r1llowtiq Yr Fl!rIIl3 inaal.7S:rn3s!ha.gierI3 AEIC2 SA Iaj v.f f39,tt T�3 Sp,'.tR aarutll It w(bltl8ay,+Il cy7 .fI1,34ll.tf l�ntl WJf}I,. Fort Pierce,FL 34946 Copyright®4016 A-1 ioo(Trosses-.Anl600y T.Tom6o III,P.E.Rep3odatL an6o cE this document,in any lo 3s prohibited witheul the writlen permission from kl&oIt Trusses-Antl;onyT.Tomb III,P.E. I JANUARY 17, 2017 TYPICAL HIP/ KING JACK CONNECTION STDTL01 i CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to,60' Mean Roof Height and Exposure D up to !30' Mean Roof Height. A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE,FL 34946 Attach King Jack w/ (3) 16d Toe 772 aos-lolo Nails @ TC & 24" Strap w/ (6) 10d x 1.�&' ea. end'@ BC Attach End Jack's Attach Corner Jack's w/ (4) 16d Toe Nails @ TC Q w/ (2) 16d Toe Nails @ TC & & (3) 16d Toe Nails @ BC BC (Typ) 0 t ttach Corner Jack's / (2) 16d Toe Nails @ TC & BC (Typ) f i i I w.oq-xmt—p!jwa;WWI �f Ih53:fi'SfttfT.Ke*Et 1JNSFEC8 ErV,'o lu17Cdt'IAaN?RE:ir b.,y:r;}dis 1,vvv.iwi3Oi ne,w9n tf5,t:,g Et++aj TY trfra =+.�[efias3lE 4,M:rrSi:y4dc .tl C=rss eie++?+R'�ia si TE3 wh a;ti iim?c,lhs:e Adtkls':l4erlrtikie:�.ii.Ems{�vp!c¢weiia,sNamry[efi ne s+�t#url.'A,y,Msh ra nal at to r�``:.'aig qrs msisriakx dauT?a�t#sjglt ref 4,e'dmfxLmk�F%i.!i,Aasarwa_,mqud-,�ayseal:6rj Anyt^qvT Toi'rho L)d NR"�it#EKm Ewkirni�l tfltrl;v-:AOElka`t atC'elfll fEAAHI:t1 CTtl r!C�Eglf.'1l RLj .3 Pt i3*t Y'IS at7{i➢(dAI�I k.Nn)?IEI p14.fl.1. iUY�l6SIIk E`P�6�P1 d?.t-S d�1tT:x,iY:irtl�60:'rA;.9fQ6jE v�.C'V fed#kIC115d#dllt,31S51{Z41 V �.80093 r�?6adnH�:rten xd of Em.tSa�xs danmsriroosZna�sc:e=,nto=ulxr;dFasErslrws,tnE.t¢::3cc'ti�f pcesht eT �osESU sstterronaRa p> gN�,IY EeRmseraa, c„ley ancanr�x;ltHy+e,ire,&cn aTarn�drro,amt�aa.a_ts 4451 St.Lsde Blvd.. a•,e.vn,l,i=d a e,e�ai qad,^n.a w»P h aEtMi a F"U';s.Sar7+E,:+in a tsi ti,!lw�Cpsr:ar trs'!,'rr kr+xe r m 5+1RR:i±ca.inlMrse=,rt!Faln.A E, fort AEerce, L 34946" fapnEy53$ii)ld8llioadTaossas•Aeras,T.ioc6el11;P:f.kpodeaiaaof this d y em,inaa?ferr.isp?chilittdaitwrtvrwpe.missiezfrnkEtcofT,essts•6rAnyT.Ta-,baIn,U FEBRUARY 17,2017 ALTERNATE GABLE END BRACING DETAIL STDTL03' ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD HORIZONTAL BRACE 2XG DIAGONAL BRACE SPACED 46' (SEE SECTION A-A) O.C. ATTACHED TO VERTICAL WITH TRUSSSES @ (4) - 16d NAILS, AND ATTACHED TO 24' O.C. BLOCKING WITH (5) - 10d COMMONS. NAIL DIAGONAL BRACE TO r�A-1 ROOF TRUSSES PURLIN WITH TWO 16d NAILS. 4451 ST.LUCIE BLVD. - FORT PIERCE,FL 34946 -- 2X4 PURLIN FASTENED TO FOUR 772-409-1010 TRUSSES WITH (2) - 16d NAILS 1' - 3' MAX. \ EACH. FASTEN PURLIN TO BLOCKING \ W/ (2) - 16d NAILS (MIN.). PROVIDE 2X4 BLOCKING BETWEEN DIAG. BRACE THE TRUSSES SUPPORTING THE AT 1/3 POINTS \ BRACE AND THE TWO TRUSSES ON IF NEEDED -_ \ EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - \ IOd NAILS AT EACH ENO. ATTACH DIAGONAL BRACE TO BLOCKING WITH IT IS THE RESPONSIBILITY OF THE BLDG. (5) - 10d COMMON WIRE NAILS. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FRDM , THE BRACING OF THE GABLE ENDS. - END WALL CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE STRUCTURAL FOLLOWING NAIL SCHEDULE. GABLE TRUSS METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. SCAB ALONG NAILING SCHEDULE: VERTICAL - FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131' • X 3') NAILS SPACED 6' D.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-913, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131'X3') NAILS SPACED 6. O.C. (2X4 STUDS MINIMUM). MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL • • BRACING METHODS SHOWN ON PAGE 1 ARE VALID / AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. INLAYED STUD STRUCTURAL / AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING GABLE TRUSS / MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT DF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED 'STUDS ARE NOT ADDRESSED HERE. STANDARD GABLE / TRUSS 1 I STANDARD PIGGYBACK TRUSS JOLY 17, 2017 CONNECTION DETAIL STDTL04 a �I � I THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: �I ASCE 7-98,ASCE 7-02,ASCE 7-05,ASCE 7-10 WIND STANDARDS UNDER AL ENCLOSURE AND EXPOSURE CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. ,REFER TO ACTUAL PIGGYBACK TRUSS DESIGN DRAWING FOR UPLIFTS. NOTE:THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24-O.C.OR LESS. A-1 ROOF TRUSSES _ 4451 ST.LUCIE BLVD, FORT PIERCE,FL 34946 i 772-409-1010 i I I PIGGYBACK TRUSS ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2-X 8- REFER TO ACTUAL TRUSS DESIGN DRAWING FOR TEE-LOCK MULTI-USE CONNECTION PLATES SPACED 48'O.C. PLATES ADDITIONAL PIGGYBACK TRUSS INFORMATION. SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48'O.C. STAGGERED FROM EACH FACEIAND NAILED TO THE BASE TRUSS WITH FOUR(4)6d(1.5-X 0.099-)NAILSI IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LBS.AT EACH 2'X 8'TEE-LOCK MULTI-USE CONNECTION'PLATE.(MINIMUM OF 2 PLATES) i I ATTACH EACH PURLIN TO THE TOP CHORD OF THE EASE TRUSS. (PURLLINS AND CONNECTION BY OTHERS) f i i BASE TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION. SPACE PURLINS ACCORDING TO THE MAXIMUM j SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24' O.CJ A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. r I i Yrr��tl:eena„P!,nw.tk'S 1 taf 116SS51YNE1"6 rFu1.tt1Ni BSGxG nxi;nt�s.t"tV>s1'IttKl9l;l.�tltlt'4v.¢eeAr lxagPoakrs miredeaz�v+mi rr.i t�vp�.rzt�4G�SP+S�xa.t,,F9ebe�0,Pt l�EezuxS*?r'bi�=.s��n Can.s�ln!#t 13U:�'P , 14iei riesxf�p*k{.Sagi isi{`:p�MfC�kle�aa.is t sutra,.Ps;:P.speklr ae:m;�t x+te,lh 0prepwu+e>ic�p+}.ac.pdr,ou�ra,ee+�i;p tb�e+Kg,vl;y;m@grr.ss aip;nsrza; is,,aor.:l._r.,xp n! 'risl,bdgvM xlyr>s>. Antha j T•...Tombo Idt,.P.E. a:xsdm:trnaa xs[Li.+sxare rsroa^-irydaia male cen„e adryeeatdr,s,asaPg«.Py�.n�er>rxlzi 0rtk lt�w'rt a:ism}aoEW.rvs rt?.i5t w}a¢d9n¢da,rJsa;rdNlrrss:'aslaiq kxGll r�i[�e,ss;c aa4rrm�Poaa.nnysa:i6�inet :80083 eip apt^.L'rM xd(uht4e.{<ussttlMa iWad ks P�rrnuilp+N4>sr yl�rtzaa9 f.NxsSdal}imrmnis'StYt6M't+�f5 1padlti ve rtae6Gr re.-st atti.dry}a6asE taPa�+Tenn'sl khsQke imst inpe,kr,skspErP+Kca bus Esaa.'„e?r,d:ss .4451'St.Uie Blvd,. Efe.xirtx4kxxfess^:rex:ex err>rtR hfijn+es wd!id;i ltiss[reye4�.y a4.I`+e tam;ksiay..ul sskdm E:E:,n dr 61taj;t;fiYr:i hr sari+k�xxa ipr9, Fort Pleice,FL.34946 • - IFppli�l'�ZfI6�IF0•DltteSSlSfa6♦t;FfTI.ICJ+IIF,P.L.1'itylFdfSi:A4FSttp�F(BMII;ID9krIDtP iSpiOl+ibi&L�Wt'�:s7ttFeWri�mprrnissiee�FaAIFcc',Irosu:-kni5ta?I.IewSogl;F.E. - - """ i JULY 17, 2017 I TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05 GENERAL SPECIFICATIONS: s 1. NAIL SIZE=3"X 0.131"=10d �- 2. WOOD SCREW=4.5"WS45 USP OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND SECURE TO BASE TRUSSES AS PER DETAIL"A". 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS-01. A-1 ROOF TRUSSES 7. VALLEY STUD SPACING NOT TO EXCEED 48"O.C. 4451 ST.LUCIE BLVD. GABLE END,COMMON FORT PIERCE,FL 34946 TRUSS,OR GIRDER 772-409-1010 TRUSS 11 II II II 11 11 II 11 it j1 it 11 11 11 II 11 II II 11 I I II 11 II II 11 II tl II jl II II II 11 II II It II II Ij Ij II 11 II jl I II II II II I It It it VALLEYTRUSS It 'i BASE TRUSSES (TYPICAL) li —IJJ P 12 VALLEY TRUSS GABLE END,COMMON (TYPICAL) TRUSS,OR GIRDER TRUSS SEE DETAIL"A" BELOW(TYP.) TRUSS CRITERIA: SECURE VALLEY TRUSS WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05:146 MPH W/ONE ROW OF 10d WIND DESIGN PER ASCE 7-10: 170 MPH NAILS 6"O.C. MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE:1.60 MAX TOP CHORD TOTAL LOAD=50 PSF ATTACH 2X4 CONTINUOUS#2 MAX SPACING=24"O.C.(BASE AND VALLEY) SYP TO THE ROOF W/TWO USP MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. WS45(1/4"X 4.5")WOOD SCREWS INTO EACH BASE TRUSS. DETAIL A �rtr�s-?`rofefta[+pl.¢t tpAlk.'OEilbSri"�.:1[d.�b,0.2t,ipBJt{4PYn�5i E�Sijk,G2H'3 CgM,f.94rlr,Ee ix+a iHHi irtynlRmrWifc�tr�ad:im�os;�e43fuu 3�o mf{t➢r�,'.wll?:,it�3,i,to�iS,ldlde�eRJt)Irhs?rst Cailst dte";2 sltkdgtgrTUG:nir, Y(fet saaJ.Nn 14fe3 i�"aie.uefaf hetePkEd.g'vL isr..an 2niz Ew�re �.i.,�wu'!7[rna+,Rn ud ne en EL'ptepliFrrtl an x;r!!exrdmt pt?tssrcnt?ngnfeinln pess}st 3t 12i das�ecX.4.zEH liexsd F:dm4ba ;a'u, ks lKli Tht&pSenv_rylrvst,kei�g,rrdpsnf.stihafeq fi iil f G. eid niffnif 11,1Orar I"k&4 is rirIn 044 Jflm Osan:2i B.aa'sa+Jrad Mttra W:da.,u-pv'a�umae ea lif N W rrfNz"l},!lhlt ail asd❑s.Ilt a n6 NWr 11D ml Ws§11asx AtAf E:�sc sta«d� fmd. -stSt ,�nc»oad Siu' s_tu EeCf tr sosl..'it ri any 7;Tytna�itl,P.�, 1 t�' � � f" 7 it= 5 '�P �` 4i+ ?� ' "l df dAP EYvlrtt Srd(iRlttitr I%a¢;Srtirt t(elx`f ltd lq t*a"r4l,l Qsklvtl�gklhd�R];JRjnmESt'r4 @ARSJAa�L;;FjpWs&dN id3[ndsGili!.iHsnted'atpnH[`. fr.1!Idt•�[;Y1Ntt:EtQ514'•'arilid v'Ain flhs lost Of4'fMi,ifai;Q}y [atHLd,R;:%RdR7rGtt.xz:r5i ltr(�t.N!(1!ur-ar.rg ;-tot�Rcrybs<g tsne,rttti Iet zasc€:ula E�rrHh�t nektits3Un�.-�n,ta,asa:s 2�futn+rit�trn^J¢.ill t:�ilr>d kA!ar e:aSw 4453 SE,ltt4ie 81Vf. E6pTtigti02016AlQaetTrvssis-!: bob E.Tta6alU,PE.I.p.B�Ud10ACEd:€faJSLL�lAI.incy1O[ isproh4ilejwinc'1theYiRffiAFelmisf RhGMA..TFOCIT76SSd1.A8210AYT:TOrshD6I;P.E. FCtL.Pie!C@,F1..34946 j JULY 17, 2017 TRUSSED VALLEY SET DETAIL STDTL06 GENERAL SPECIFICATI6NS: 1. NAIL SIZE=W X 0.131"=10d �! 2. WOOD SCREW=3'WS3 USP OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES(24"I.C.MAXIMUM)AND SECURE PER DETAIL 4. BRACE VA LLE WEBS IN ACCOR' ANCE WITH THE INDIVIUAL DESIGN DRAWINGS. �+ 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. A-1 ROOF TRUSSES 6. NAILING DONE]PER NOS-01. I 4451 ST.LUCIE BLVD. GABLE END,COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48"O.C. FORT PIERCE,FL 34946 TRUSS,OR GIRDER 772-409-1010 TRUSS I i 11 11 11 II II II II 11 Il 11 11 II II II II II �I II 1 1 11 II II 11 II II I 1 II II II 11 II 11 II II II II II II 11 II �I II II II 11 II II II I 11 II ll ll II 11 II 11 I, j1 11 I 11 4 li BASE TRUSSES VALLEY TRUSS 1 (TYPICAL) II Lj—J i �LL GABLE END,COMMON j TRUSS,OR GIRDER P F12 VALLEY TRUSS TRUSS '(TYPICAL) j l I SEE DETAIL"A" BELOW(TYP.) SECURE VALLEY TRUSS W/ONE ROW OF 10d WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05:146 MPH NAILS 6"O.C. WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT=30 FEET] ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C j j WIND DURATION OF LOAD INCREASE:1.60 ATTACH 2X4 CONTINUOUS#2 MAX TOP CHORD TOTAL LOAD=50 FSF SYP TO THE ROOF W/TWO LISP SPACING=24"O.C.(BASE AND,VALLEY) WS3(1/4"X 3")WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. INTO EACH BASE TRUSS. DETAIL A (NO SHEATHING)N.T.S. zt. .7maq�tl;ce'•wc�gl rerin4r tlr:af(I;Y.'i('SlPstl 6.IEtil rFi1486sas k"ti$-(iii�itt(6VrF1'Ii:A?4t 13mkISt•gra.Ps014.pleaaR?s mei<acuv'wlta Prnt[MF'a,.y Dlea9sk i,mml,ToeDsN id lae,aa St?e•,69a ne�aa r,io`isr 0cr'te 17D. s W,? r lar,seskike fi roanir•m:}s,z�str :yvt r-spK t,a mruam a iup. r mKrip �d�P»a rrpa� e:pxs yi �ir£p.a.5»Harr.:s� b ash a,., i!tza4yar:al{��rq a a ura-. Ant.zonyT tombo 11I,RE. -,ease siti,Irn,ra mrs"44is 6ai t�Iyil:,a."At ealtal 6j�,e Wiswn tflfL&f;w6e,a:j kliinr tw,jtTO.J.Al qu61 MOM uis1 hjf+.eft-T:eu.aA4,4k $V—LT,—Z, BOW ra tail pn-Tar»f(teRWn..t rces.ttaasiasGp¢k&e>',nas csimr�s,t;d�iso'smt G¢rwe:Cdl i�umm,aX4�µ41rbe6rll,ad4Cd ce„t,=,t:,esn;.z4e{�me 74 ar'msnxrsfsracarsda§saatass tK:pn�hrntr;�Pcsie,paimssroaf«t�sr, ;;l .+Si 5t.1.u0e:BIJd. .eiar eidaxsrs(Iwai,cee3agssasnii�si d?is„n msM+d,Iti tmstrye�g,w eh.r•se tavq tn,iae ar st srha fir+aa,ewr sear..ttr:�ir.('r,naextef+r ,Rt Fort Pi2ree.FL.34946: .oplio19266A•l1,�Ilessts•Aslbty'l.1ea6511i,PfAtpledetcaa DIMS immel,in.cyfatm.ispmk:6ilelritkcatr1l lirienperaiss+aiScmA-IIce,lsesses-An*,n71.limbllbP.f. i it JULY 177 2017 I ftUJJCU V/"1LLC T JC I UC I /'11L STDTL07 (HIGH WIND VELOCITY) NOTE:VALLEY STUD SPACING NOT TO EXCEED 48"O.C.SPACING. A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE,FL 34946 772-409-1010 ATTACH VALLEY TRUSSES TO LOWER TRUSSES WITH USP RT7 OR EQUIVALENT. WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05:146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT=30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE:1.60 MAX TOP CHORD TOTAL LOAD=50 PSF MAX SPACING=24"O.C.(BASE AND VALLEY) SUPPORTING TRUSSES DIRECTLY UNDER VALLEY TRUSSES MUST BE DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2'-10"ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. CLIP MAY BE APPLIED TO THIS FACE UP TO A NON-BEVELED MAXIMUM 6/12 PITCH NON-BEVELED BOTTOM CHORD BOTTOM CHORD 0 0 000 FOR BEVELED BOTTOM CLIP MUST BE APPLIED TO CHORD,CLIP MAY BE APPLIED THIS FACE WHEN PITCH TO EITHER FACE. EXCEEDS 6/12(MAXIMUM 12/12 PITCH) Nrie�?snstaxw�`3r__rls.'71 taUf:.'lz:if�;'1Eitf!�.otFfiIl tifsU6{(sN3Ttt�4k5ti4j i�N;lfte;3ao-ostEb('�-P�d.dfigrinaev'a7 wil�s'yTNs�l�S imaPrs>t16w�t�30;ast4fi:1stia/Tla�3s QL t!idaane Skeb_�n.,Gn'*ss 5axsu swelire;ND;mh SU,ri oDsr ginn sirJ}FtV4f fir ioCh#GY.3a11Y{M In rr t•1.1.,{H f 3..N sw,hetTiCy'F?�t}t4§imri.tlj tedf l6r KPeSICiI Aa'Vr§N�S.pi£silJ_hS CJ G3iRYd15i tFre;{df'tM tt hr i�'Is E rtdsf)f.:T!ElUfe rSSc1�GN5,1idt41Y1diMi,Po �bl- Anthony T:Tom6o HI,P.E. xdsir vfcTrnan el±i 7uye rt[}tasade riMrce,l4s�ee;sosf,tei:rih slbe?+dexq w:�n.alk sc+isS al lf+IP bQf ni G+lersl nil::aaadi�c)D•-ImEI>`a.oalR aS arA,slivaldelns.Ilit�mr,id:u.sheelr.; Jlea+arhersl sM:;'vr da it=,xasnr . ne EsiD�rfesauwrl iDUtpiK 3A Txsts sea+la3e'jF rm 4s srdrce mi u.0'.;ON lawn f �+'erc eEk,reaeD.-fmrs.1.1 1"m 41 xs: t=: sI'd imes ONfi xfas 1,m Grip tnae•l.4 I sRsa�+�:mess ^800$3 l l D a gsd r Fm ;i pL n,l'clifl�ESt avr: q 4451 St,Lude Blvd.. :ar"fei>fiariltvlr,wu^_ai faiJ"rPAtjup>;rs 1n,.rvs aJ'lp gm'bSIfwWiit 1pn as uh hA.c aloesdr bjk a tysijzatrr sssaar'Esl e! iPi:, EC€t FR(C2,FL 34946 .......W fi.14311[I.r D..11....., l.rL....T T.�l.ifi Ol D....1,.��...LA:.J... ........�L. .....L.I.,.Jv.L...,l.,...:.....«�......4.�I1D..I i.-.....r.,1.«:I T.�..41 Di r I FEBRUARY 17,2017 STANDARD GABLE END DETAIL STDTL08 i VERTICAL 2X6 SP OR SPF -1: STUD #2 DIAGONAL �I TYPICAL 2X4 L-BRACE BRACE NAILED TO 2X4 VERTICALS W/10d NAILS,. 6' O.C. (4) - 16d NA 16d NAILS ILS VERTICAL STUD SPACED 6' O.C. (2) 10d NAILS INTO 2X6 2X6 SP OR SPF #2 SECTION B-B 2X4 SP OR A-1 ROOF TRUSSES SPF #2 TYPICAL HORIZONTAL 4451 ST.LUCIE BLVD. BRACE NAILED TO FORT PIERCE,FL 34946 2X4 VERTICALS 772-409-1010 TRUSS GEOMETRY AND CONDITIONS W/(4) - lOd NAILS SHOWN ARE FOR ILLUSTRATION ONLY. SECTION A-A DIAGONAL BRACE 4' - 0' D.C. MAX. .I SEE INDIVIDUAL ENGINEERING DRAWINGS LF01 TRUSS DESIGN CRITERIA. 2 PROVIDE 2X4 BLOCKING BETWEEN A VARIES TO COMMON TRUSS THE FIRST'TTOENAILWBLOCKING TOS NOTED. TRUSSES * WITH (2) -110d NAILS AT.EACH ENO. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS A (4) Bd NAILS MINIMUM, ROOF B 3X4= PLYWOOD X4 STD SPF BLOCKSHEATHING I *DIAGONAL BRACING **L - BRACING REFER / REFER TO SECTION A-A TO SECTION B-B 24' MAX. NOTE: _ 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. NAILS 10d 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO 12' MAX. BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. -- ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. / 4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O.C. TRUSSES @ 24' O.C. S. DIAGONAL BRACE TD BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT4' - 0' D.C. G. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN 2X6 DIAGONAL BRACE WITH 16d NAILS SPACED 6' D.C. HORIZONTAL BRACE TO BE LOCATED AT i SPACED 48. O.C. ATTACHED THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE _ TO VERTICAL WITH (4) - STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A-A) - 16d NAILS, AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240. TO BLOCKING WITH (5) - B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE 10d NAILS. 9. DD NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS I TRUSSES. IF NEEDED 10. 10d AND 16d NAILS ARE 0131'X3.0' AND 0131'X3.5' COMMON WIRE NAILS HORIZONTAL BRACE RESPECTIVELY. (SEE SECTION A-A) 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. END WALL MINIMUM STUD STUD WITHOUT 2X4 DIAGONAL (2) DIAGONAL BRACES AT SIZE SPECIES SPACING BRACE L - BRACE BRACE 1/3 POINTS j AND GRADE ,I MAXIMUM STUD LENGTH 2X4 SP#31 STUD 12"O.C. 3-8-10 5-6-11 6&l1 11-1-13 2X4 SP 431 STUD 16"O.C. 3-3-10 4-9-12 6-6-11 9-10-15 2X4SP#31STUD 24"O.C. 2-8.6 3-11-3 5A-12 8-1-2 2X4 SP#2 12"O.C. 3-10-15 5&11 6-6-11 11-8-14 2X4 SP#2 16"O.C. 3-6-11 4-9-12 6-6-11 10-8-0 2X4 SP#2 24,O.C. 1 3-14 3-11-3 6-2-9 1 9-3-13 DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - G' REQUIRE 2X4 I-BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS 6' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER 90X OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. I MAX MEAN ROOF HEIGHT=30 FEET EXPOSURE B OR C ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. T-BRACE / I-BRACE DETAIL ,.. FEBRUARY 17,2017 WITH 2X BRACE ONLY KNI-09 .= NOTES: T—BRACING / I—BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T—BRACE / I—BRACE MUST COVER 90X OF WEB LENGTH. THIS DETAIL NOT TO BE USED TO CONVERT T—BRACE / I—BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE,FL 34946 772-409-1010 NAILING PATTERN BRACE SIZE FOR ONE-PLY TRUSS T-BRACE SIZE NAIL SIZE NAIL SPACING SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING 2X4 OR 2X6 OR 2X8 10d 6' O.C. WEB SIZE 1 2 NOTE NAIL ALONG ENTIRE LENGTH OF T—BRACE / I—BRACE (ON 2X3 OR 2X4 2X4 T—BRACE 2X4 I—BRACE TWO—PLY TRUSSES NAIL TO BOTH PLIES) 2X6 2X6 T—BRACE 2X6 I—BRACE 2X8 2X8 T—BRACE 2X8 I—BRACE BRACE SIZE FOR TWO-PLY TRUSS NAILS SPECIFIED CONTINUOUS ROWS OF } LATERAL BRACING WEB SIZE 1 2 k SPACING 2X3 OR 2X4 2X4 T—BRACE 2X4 I—BRACE � 2X6 2X6 T—BRACE 2X6 I—BRACE 2X8 2X8 T—BRACE 2X8 I—BRACE k WEB T—BRACE / I—BRACE MUST BE SAME SPECIES —1 AND GRADE (OR BETTER) AS WEB MEMBER. k k T—BRACE NAILS NAILS WEB NAILS WEB . I-BRACE T-BRACE SECTION DETAILS FEBRUARY 17,2017 LATERAL BRACING RECOMMENDATIONS STDTL10 I. TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY B TO 10 FEET C ALONG A FLOOR TRUSS. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW. 4451 ST.LUCIE BLVD. FORT PIERCE,FL 34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 772409-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN (METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d TO TOP CHORD NAILS (0131' X 3') NAILS (D131' X 3'). ATTACH TO VERTICAL WEB WITH (3) - IDd NAILS (D131' X 3') I BLOCKING BEHIND THE VERTICAL ATTACH 2X4 (VERTICAL WEB IS RECOMMENDED WHILE TO FACE OF I 'TRUSS. ATTACH TO CHORD NAILING THE STRONGBACK FASTEN TO TOP AND WITH (2) #12 X 3' BOTTOM CHORD WITH WOOD SCREWS (2) - 10d NAILS (0131' (0.216' DIAJ X 3') IN EACH CHORD L4 1-1 z ZI :/ I USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH ANCHOR TO ATTACH WEB WITH (3) - lOd SCAB WITH (3) - 10d OUTSIDE FACE OF CHORD INTO TO BOTTOM CHORD NAILS (0131' X 3') NAILS (0131'. X 3') EDGE OF STRONGBACK (00 NOT USE DRYWALL TYPE SCREWS) I TRUSS 2X6 4' - D' WALL BLOCKING STRONGBACK (TYPICAL SPLICE) i (BY OTHERS) (BY OTHERS) I v THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ANIADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (D131' X 3') STAGGERED AND EQUALLY SPACED (TOIBE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). I FEBRUARY 17,2017 LATERAL TOE-NAIL DETAIL STDTL11 ♦' NOTES: 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45° WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN). 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. A-1 ROOF TRUSSES 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO 4451ST.LUCIE BLVD. SPECIES FOR MEMBERS OF DIFFERENT SPECIES. FORT PIERCE,FL 34946 772-409-1010 I TOE-NAIL SINGLE SHEAR. VALUES THIS DETAIL IS ONLY APPLICABLE TO PER NOS 2001 (LB/NAIL) THE THREE END DETAILS SHOWN BELOW. DIA SIR OF HF SPF SPF-5 IVIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. .131 88.0 80.6 69.9 68.4 59.7 z .135 93.5 85.6 74.2 72.6 63.4 0 J ;n .162 108.8 99.6 86.4 84.5 73.8 ri SIDE VIEW (2X3) 2 NAILS .128 74.2 67.9 58.9 57.6 50.3 � NEAR SIDE Z 131 75.9 69.5 60.3 59.0 51.1 0 2 NEAR SIDE in .148 81.4 74.5 64.6 63.2 52.5 N M VALUES SHOWN ARE CAPACITY PER TOE-NAIL. SIDE VIEW SIDE VIEW (2X4) 3 NAILS (2X3) 2 NAILS APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: NEAR SIDE NEAR SIDE (3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES BOTTOM CHORD NEAR SIDE NEAR SIDE FOR LOAD DURATION INCREASE OF 115: NEAR SIDE 3 (NAILS) X 845 (LB/NAIL) X 115 (DOL) = 2915 LB MAXIMUM CAPACITY NEAR SIDE NEAR SIDE ANGLE MAY ANGLE MAY ANGLE MAY VARY FROM VARY FROM VARY FROM 30" TO 60" 300 TO 60" 30" TO 60' 45.00' 45.00' 45.00' FEBRUARY 17,2017 UPLIFT TOE-NAIL DETAIL STDTL12 TOE—NAIL WITHDRAWAL VALUES is PER i NDS 2005 (LB/NAIL) � tl DIA. SP DF HF SPF SPF—S Lo Z .131 59 46 32 30 20 O J .135 60 48 33 30 20 A-1 ROOF TRUSSES 4_J96 4451 ST_LUCIE BLVD. .162 72 5B 39 37 25 FORT PIERCE.FL 34946 I. 772409-1010 J 0 .128 54 421 28 27 19 Z Z _j 131 55 43i 29 28 19 W J .148 62 49 .34 31 21 Lo J N Q Z .120 51 391 27 26 17 C7 .I Z .128 49 38 26 25 17 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER 0 d IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. .131 51 39 27 26 17 .148 57 44 31 28 20 t+j r-7 NDTES: ;I 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER ENO AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. j EXAMPLE: (3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE FOR WIND DOL OF 1.33: 3 (NAILS) X 37 (LB/NAIL) X 1.33 (DOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND OOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.60 COOL FOR WINO) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS 07 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. *** USE (3) TOE-NAILS ON 2X4 BEARING WALL **: USE (4) TOE-NAILS ON 2X6 BEARING WALL I i VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY NEAR SIDE NEAR SIDE 3D' TOP PLATE OF WALL 1' FOR NAIL NAIL FAR SIDE 1-3/16' FOR 35' NAIL SIDE VIEW END VIEW I �I �I FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT STDTLI3 2x2 NAILER ATTACHMENT _ GENERAL SPECIFICATIONS A-1 ROOF TRUSSES 4 ST.LUCIE MAX LOAD: 55 psf Roof Load, 170 mph, ASCE FORTRT PIERCE,FL 34946 349 772-409-1010 7-10, 29'-0" Mean Height, Exp. B, C or D. \A°. 2� �SQ 2� 2A SP No. 2 (Min) o° o° o° o° 1 .5 x 4 2x2 SP No. 3 1 .5 x 4 r i i April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTLI4 FO EXTERIOR FLAT GIRDER TRUSS t� i� A-1 ROOF TRUSSES 4451 ST.LUCIE,BLVD. 12 FORT PIERCE,FL 34946 772-409-1010 VARIES (4) 12d TRUSS 2411 O.C. (4) 12d i I MAX 3011 (2'-611) UPLIFT CONNECTION (SEE ROOF TRUSS) 2x6 #2 SiP (Both Faces) 24" O.C. I EXTERIOR FLAT SIMPSON H5 GIRDER . iaep pera>vra.�hfria��r'i`d'silri'.isy'SFU17"}eFt?Lii[ikSd(Ft9R�4ei(Ktf.LL.'IG+7'; tiCSFF=:pieF'l.n.ii+3s/nyv pa+tlnt miiwfamnfu+imti:+uysAsnjyla'ledMl+iaa+ii.6cN 6:.e F:idnearS6srlttre cif tli++s Mx.na v+edmarl;a,my tkrd:necaalrerlSkieulyrrm ..ampdmani Arn<q++µara,m,.e.e.s�tae.u�in,ururla�ra,a,..m.irrt:ikk,g�e;,.�w,,,t�„�. , � Anthony T:Tomha;it,P.E. rlenln sfi+mJ laY+in'a po gtlaeh s s+eacdr,m Mli&g5niy..i mMlM td'Af7 M�nla b.44aiLil nkW IN tlf f�i� vat`Obitl o+SrJma kaeT:ns.m!aesjAd'aF.tirgs.usiC edtr>i,xlelS M nsmi'r�Lyd 80083 ', wFn;dyksxwtoxar;tv.p+s+w eei nk i�p..a tl u�sg� ynysnnmmiL'trtrbJtyt9mi,L3 a<r dkeperdlvlait7xl6�snar.np.t.ramswk�sd+urma .i +irpFe:u.mtlmsMmdMan,m[rs 4451 St.Lucie Blvd. iulhwehHm`xyW.pm.ragMms to>. N laio:e 9e geF.t - D: iroky -pK;xt s aFr7mx KmtMw,1N yms F orn kMel-'ril. Fort Pima,FL 34946 CoppPybi02016 A-1 Red howl Amheny T.iawbo116 P.E.iep od ao ci l;xd¢R a I,.m am fa+m api b+bitidr bcal thevune-pm ssiodhoaAlRaeli asses-�than,LBmbaill.@C. 1 FEBRUARY 17,2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS,WEBS,AND STDTL15t DAMAGED OR MISSING CHORD SPLICE PLATES TOTAL NUMBER MAXIMUM FORCE (LBS) 157 LOAD DURATION OF- NAILS EACH X SIDE OF BREAK (INCHES) SP OF SPF HF �! 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4' 2X6 ..:...' 20 30 24• 1706 2559 1561 2342 1320 1980 1352 2028 A-1 ROOF TRUSSES 4451ST.LUCIE BLVD. 26 39 30• 2194 3291 2007 3011 1697 2546 1738 2608 FORT PIERCE,FL 34946 772-409-1010 32 48 36• 2681 4022 2454 3681 2074 3111 2125 3187 Ili 38 57 42• 3169 4754 2900 4350 2451 3677 2511 3767 44 66 4$• 3657 5485 3346 5019 2829 4243 2898 4347 ■ DIVIDE EQUALLY FRONT AND BACK ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2XG) SPACED 4' O.C. AS SHOWN (131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' D.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C F BREAK 3 III • 10d NAILS NEAR SIDE Ito", TRUSS CONFIGURATION AND+10d NAILS FAR SIDE BREAK LOCATIONS FOR FOR ILLUSTRATIONS ONLY X' MIN 6' MIN THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF G' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE). DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. G. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. FEBRUARY 17,2017 SCAB APPLIED OVERHANGS STDTL16 r.. A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD., FORT PIERCE,FL 34946 I 772409-1010 TRUSS CRITERIA: LOADING: 40-10-D-10 DURATION FACTOR: 115 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2X6 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12- ENERGY HEEL END BEARING CONDITION i NOTES: 1. ATTACH 2X-SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF), TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148' DIA. X 3') SPACED 6' O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF (NAILS SHALL IE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE,JOINTS OR SPLICES. i i 2X SCAB I (L) (2.0 x L) 24"MAX 24"MIN i I i i NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS, THAN 40') SPACED 24' O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TIP CHORD LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIOUALLY. I REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES i I �I I i ..w rrr s� A-1 ROOF TRU55E5 A FLORIDA CORPORATION I i Important Notes / Please Review Prior to Truss Installation: . 1) Trusses are to be handled,installed and braced in accordance to the following standards:ANSI/TIP 1-2007; WTCA 1-1995—"Standard Responsibilities in the Design Process Involving(Metal Plate Connected Wood Trusses", and "BCSI 1-03 Guide to Good Practice For Handling,Installing,$ Bracing of Metal Pla 11 te 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 havei been sized using information design guides or software provided by the beam manufacturer. The building desilgner 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 A7C 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 Iy the builder. 9) Attached drawings are standard details that cover most installation standards. Structural details provided by the building designer supersede any attached details. j 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. i Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010. i i I 4451 St. Lucie Blvd.,Fort Pierce, FL 34946 772-409-1010 Office 772-409-1015 Fax www.AItruss.com j /'�► USP STRUCTURAL CONNECTORS' A M1T®k'Company Hangers Allowable Load(lbs) DF-L/SP LSL LVL PSL SPF I-JOIST LISP 160% Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule T1 JUS24 1881, 655 750 820 510 - - - - (4)-lOd(Header) FL821.39, (2)-10d(Joist) 11- 0510.01, RR 25779 LUS24 670 765 825 490 - - - - _ (4)-10d(Header) (2)-10d(Joist) T2 JUS26 1881, 850 975 1060 1115 (4)-10d(Header) FL821.42, (2)-10d(Joist) 11- 0510.01, RR 25779 LUS26 865 990 1070 1165 - - - - _ (4)-10d(Header) (2)-lod(Joist) T3 MSH422 1831, 2025 2025 2025 (22)-10d(Face-Face Max Nailing) FL822.36, (6)-10d(Face-Top Max Nailing) 08- (6)-lOd(Joist-Face Max Nailing) ' 0303.06, (6)-10d(Joist-Top Max Nailing) RR 25836 (4)-lOd(Top-Top Max Nailing) 13116-R THA422 2245 2245 2245 - - _ _ _ (6)-16d(Carried Member-Face Mount) (6)-10d(Carried Member-Top Flange) (22)-16d(Face-Face Mount) (2)-I6d(Face-Top Flange) (4)-16d(Top-Top Flange) THAI422 1835 1835 1835 - - _ _ _ (2)-10d x 1-112 or2-10d x 1-112(Carried Member) (20)_10d or(2)-10d(Face) (4)-I0d(Top) T4 THD26 1781, 2485 2855 3060 2170 (18)-16d(Face) FL13285.35, (12)-10d x 1-1/2(Joist) 06- 0921.05, RR 25843 HTU26 2940 3340 3600 1555 - - - _ _ (11)-lOd x 1.1/1(Carried Member) (20)-10d x 1-112(Carried Member-Max Nailing) (20)-16d x 1.112(Carrying Member) ` (20)-16d x 1-112(Carrying Member-Max Nailing) ti YJ .t US STRUCTURAL CONNFCTQRS" A MITok'Company Hangers Allowable Load(lbs) DF-L/SP LSL LVL PSL SPF I-JOIST LISP 160% Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule T5 THD26-2 1781, 2540 2920 3175 2285 - - - - - (18)-16d(Face) FL13285.35, (12)-10d(Joist) 06- 0921.05, RR 25843 13116-R HHUS26-2 2785 3155 3405_ 1550 - - - - _ (14)-16d(Face) (6)-16d(Joist) HTU26-2 2940 3340 3600 2175 - - - _ (20)-10d(Carried Member-Max Nailing) (20)-16d(Carrying Member-Max Nailing) T6 7HD28 1781, 3865 3965 3965 2330 (28)-16d(Face) FL13285.35, (16)-10d x 1-1/2(Joist) 06- 0921.05, RR 25843 HTU28 3820 4340 4680 2140 - - _ _ _ (26)-10dx 1-112(Carried Member.Max Nailing) (26)-I6d(Carrying Member-Max Nailing) T7 THD28-2 1781, 3950 4540 4935 2595 (28)-16d(Face) FL13285.35, (16)-10d(Joist) -- — — — 06- 0921.05, RR 25843 13116-R HHUS28-2 4210 4770 5140 1000 - - - - _ (22)-16d(Face) (8)-16d(Joist) HTU28-2 —3820'——4340---—4680—3485— (261-.10,(Carrie Mem_er Max No ng) (26)-16d(Carrying Member-Max Nailing) TS THD46 1781, 2540 2920 3175 2285 (18)-16d(Face) FL13285.35, (12)-10d(Joist) 06- 0921.05, RR 25843 13116-R HHUS46 2790 3160 3410 1550 - - _ (14)-16d(Face) (6)-16d(/o7st) us P STRUCTURAL CON M FCTOR S" A MiTOW Company Hangers Allowable Load(lbs) DF-L/SP LSL LVL PSL SPF I-JOIST USP 160% Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule T9 THD48 1781, 3950 4540 4935 2595 - - - (28)-16d(Face) FL13285.35, (16)-10d(Joist) 06- 0921.05, RR 25843 13116-R HHUS48 4210 4770 5140 2000 - - - - - (22)-16d(Face) (8)-16d(joist) T10 THDH26-2 1881, 3915 4505 4795 2235 (20)-16d(Face) FL821.75, (8)-10d(Joist) 06- 0921.05, RR 25779 13116-R HGUS26-2 4355 4875 5230 2155 - - - - (20)-16d(Face) (8)-16d(Joist) T11 THDH26-3 1881, 3915 4505 4795 2235 (20)-16d(Face) FL821.75, (8)-10d(Joist) 06- 0921.05, RR 25779 HGUS26-3 4355 4875 5230 2155 - - - - - (20)-16d(Face) (8)-16d(Joist) T12 THDH28-2 1881, 6535 7515 8025 2665 (36)-16d(Face) FL821.77, (10)-16d(Joist) RR 25779 13116-R HGUS28-2 7460 7460 7460 3235 - - - - (36)-16d(Face) (12)-16d(Joist) T13 THDH28-3 1881, 6770 7785 8025 2665 (36)-16d(Face) FL821.75, (10)-16d(Joist) 06- 0921.05, RR 25779 HGUS28-3 7460 7460 7460 3235 - - - - - (36)-16d(Face) (12)-16d(Joist) ! 4 • I e r. �y s I U S P STRUCTURAL CONNECTORS" A MOW Company Fastener Comparison Table Connector Schedule Group Label LISP Stock No Required Fasteners Reference No Required Fasteners (4)-lod(Header) (4)-IOd(Header) Tl JUS24 LUS24 (2)-10d(Joist) (2)-IOd(Joist) (4)-10d(Header) �. (4)-IOd(Header) - T2 JU526 LUS26 (4)-lod(Joist) (4)-IOd(Joist)' (22)-10d(Face-Face Max Nailing) (6)-16d(Carried Member-Face Mount) (6)-10d(Face-Top Max Nailing) (6)-16d(Carrie)Member-Top Flange) T3 MSH422 (6)-lod(Joist-Face Max Nailing) THA422 (12)-16d(Face-Face Mount) (6)-10d(Joist-Top Max Nailing) (2)-16d(Face-)Top Flange) (4)-10d(Top-Top Max Nailing) (4)-16d(Top-Top Flange) i (18)-16d(Face) (11)-10d x 1-1I2(Carried Member) (12)-lod x 1-1/2(Joist) (20)-10d x 1-112(Carried Member-Max Nailing) T4 THD26 HTU26 (20)-16d(Carrying Member) (20)-16d(Carrying Member-Max Nailing) (18)-16d(Face) (14)-16d(Face) - T5 THD26-2 HHUS26-2 (12)-10d(Joist) (6)-16d(Joist) (28)-16d(Face) (16)-10d x 1-1/2(Carried Member-Max Nailing) T6 THD28 HTU28 (16)-lOd x 1-1/2 Joist) (26)-I6d x I-112I(Carrying Member-Max Nailing) (28)-16d(Face) (22)-16d(Face) T7 THD28-2 HHUS28-2 (16)-10d(Joist) (8)-16d(Joist) (18)-16d(Face) (14)-16d(Face) - T8 THD46 HHUS46 (12)-10d(Joist) (6)-16d(Joist), / - (28)-16d(Face) (22)-16d(Face) T9 THD48 HHUS48 (16)-lOd(Joist) �1 (8)-16d(Joist)i (20)-16d(Face) (20)-16d(Face) T10 THDH26-2 HGUS26-2 (8)-16d(Joist) (8)-16d(Joist) (20)-16d(Face) (20)-16d(Face) T11 THDH26-3 HGUS26-3 (8)-16d(Joist) (8)-16d(Joist) (36)-16d(Face) (36)-16d(Facie) T12 THDH28-2 HGUS28-2il (10)-16d(Joist) (12)-16d(Joist) (36)-16d(Face) ! (36)-16d(Facie) - T13 THDH28-3 HGUS28-3 (10)-16d(Joist) (12)-16d(Joist) USP STRUCTURAL CONNECTORS A MiTek`Company . " . f PO $ - x f JUS24 JUS26 MSH422 � l ) � t is TH D26 TH D26-2 TH D28 # Tfy Vill P P 3 TH D28-2 TH D46 TH D H 26-2 kk1::E EQ g THDH26-3 THDH28-2 THDH28-3 REPAIR REQUESTS When sending in repair requests,please use engineering sheets to describe the issue or damage,and email to design@altruss.com. Engineering sheets correctly marked with the issue/damage are required. NOTE:Photos of the issue/damage can be included with the engineering sheet,but pictures by themselves are in most cases not very helpful. 1. Do not attempt to repair truss until contacting truss manufacturer for recommended repair. 2. If there are any special circumstances (sheeted,ductwork or similar obstructions,etc.)please make sure you note it on the drawing or email request. -- -3—VVe cannot provide sealed drawings for"field=built"=trusses. 4. See example markup details below. —-BREAK:-Use a line to denote-the - --- -- — MISSING-l-DAMAGED.P_LA exact location of the break Circle Missing or Damaged Plate 1 2 3 _ 4 5 6 7 8 9 11 12 13 ti yyy 4`2 1V2 4t�2 W2 4Y2 W2 V nt _._ ._. . e 21 20 Ll n L 18 17 16 15 TRUSS MODIFICATION: ? ALTERNATE 1 REVISED BEARING LOCATION: 7 If truss is too long I short,provide detailed �. Draw in new location of bearing,and provide dimension of it's location sketch and provide dimensions as needed. MISSING PIECE: ti there-are $ MISSING l DAMAGED PLATE: multiple breaks,resulting in missing Circle Missing or Damaged Plate BREAK: Use.a line to 3 denote exact location of break SPLIT I CRACK: Denote exact location of damage,and,provide length if greater than 1 T 2 10 1 • I ,r..;,. ., ,-.1 i - 41 " � DEFLECTION[CROWN: Denote exact location of ovhere the start and 1" Out Of plane shop of the issue,as well as dimensions of where the issue occurs. • e