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Home My WebLink AboutTruss Drawing 4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 br� ' PH: 772-409-1010 FX: 772-409-1015 ® www.AlTruss.com �TRUSSEN- A FL RIDA CORPORATI ON, r. TRUSS ENGINEERING BUILDER: RENAR PROJECT. MORNINGSIDE COUNTY: ST LUCIE LOT/BLK/MODEL: LOT.7 / BLK:5 / MODEL:CAYMAN 1763 / ELEV:132 JOB#: 70276 MASTERM XRMSCMB2L15X8 OPTIONS: NONE ;r 1° ti i :•.Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 A-T ROOF._ ,7hese truss designs rely on lumber values established by others. _ TRUSSER_: - :�:'AFLORIDACORPORATION•:. :' � RE:Job XRMSCMB2L15X8 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-109 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 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date No. Seal# j Truss Name Date 1 A0159050 A01 11/15/17 13 A0159062 B04 11/15/17 25 A0159074 T01GE 11/15/17 2 AD159051 A02 11/15/17 14 A0159063 C01G 11/15/17 26 STDL01 STD.DETAIL 11/15/17 3 A0159052 A03 11/15/17 15 A0159064 CO2 11/15/17 27 STDL02 STD.DETAIL 11/15/17 4 A0159053 A04 11/15/17 16 A0159065 CO3 11/15/17 28 STDL03 STD.DETAIL 11/15/17 5 A0159054 A05 11/15/17 17 A0159066 C04GE 11/15/17 29 STDL04 STD.DETAIL 11/15/17 6 A0159055 A06 11/15/17 18 A0159067 C05 11/15/17 30 STDL05 STD.DETAIL 11/15/17 7 A0159056 A07 11/15/17 19 A0159068 CA 11/15/17 31 STDL06 STD.DETAIL 11/15/17 8 A0159057 A08 11/15/17 20 A0159069 CJ3 11/15/17 32 STDL07 STD.DETAIL 11/15/17 9 A0159058 A09GE 11/15/17 21 A0159070 HJ2 11/15/17 33 1 STDL08 STD.DETAIL 11/15/17 10 A0159059 B01GE 11/15/17 22 A0159071 HJ5 11/15/17 34 STDL09 STD.DETAIL 11/15/17 11 A0159060 B02 11/15117 23 A0159072 J2 11/15/17 35 STDL10 STD.DETAIL 11/15/17 12 1 A0159061 I B03GE 11/15/17 124 IA0159073 I J5 11/15/17 36 STDL11 1 STD.DETAIL 11/15/17 The truss drawing(s)referenced have been prepared by MiTek Industries,Inc.under my direct This item has been electronicailysigned and sealed by M3lonyTombo 111,P.E., supervision based on the Darameters Drovided by A-1 Roof Trusses.Ltd. on 1111517 using a digital signature. Truss Design Engineer's Name: Anthony Tombo III Primed rooies,of this docum r.entare Rot rasidereG signed and sealed.The signature must be verified an ant electronic cepres 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. �0 ®¢ The suitability and use of components for any particular building is the responsibility of the 4� �' �� e�✓''ees9 building designer,perANSIfTPI-1 Sec.2. Igo BID The Truss Design Drawing(s)(TDD[s])referenced have been prepared based on the =,z construction documents(also referred to at times as'Structural Engineering Documents provided by the Building Designer indicating the nature and character of the work. The design criteria therein have been transferred to Anthony Tombo III PE by[A1 Roof = cr 4� Trusses or specific location]. These TDDs(also referred to at times as'Structural i $ ys► Engineering Documents)are specialty structural component designs and maybe part ofthe ¢ ? bgn uy6gmdMMmoryr .. e • py projeefs deferred or phased submittals. As a Truss Design Engineer(i.e.,Specialty ( # Ott CN.Wft4T. b'enng ttre;� �•ems V��' Engineer),the seal here and on the TDD represents an acceptance of professionAnthony T.TOmbo,!III o=tkhn)ey ee Englnri i g Fod=�f� �ip� rat Prerm. ",S•F Gnus engineering responsibility for the design of the single Truss depicted on the TDD only. The a onaumappro my h1sdoa n1 ,► "N��d99�b' t 00' Building Designer is responsible for and shall coordinate and review the TDDs for Date:201711161029Y11-05 ( compatibility with their written engineering requirements. Please review all TDDs and all P.E. SERIAL #: related notes. 36BCA221000000004C1287DF Page 1 of 2 I r Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 A-1 ROOF These truss designs rely on lumber values established by others. A#==TRUSSE-S A FLORIDA CORPORATION RE:Job XRMSCMB2L15X8 No. Seal# Truss Name Date 37 STDL12 STD.DETAIL 11/15/17 38 STDL13 STD.DETAIL 11/15/17 39 STDL14 STD.DETAIL 11/15/17 40 STDL15 STD.DETAIL 11/15/17 41 1 STDL16 STD.DETAIL l l/15/17 Page 2 of 2 Job Truss Truss Type Qty Ply XRMSCMB2L15X8 A01 Roof Special 3 1 A0159050 Job Reference o ti�al Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.cem Run:8.120 s Aug 16 2017 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Wed Nov 15 16:43:42 2017 Page 1 I D:ld_OOXyyT61 Bi_TXo ljwHHzefvK-BJUWJBSI?jhzxO7gU BCIYdDrwh445AMBFpGvi2yluM 1-4-0 7-3-8 11-10-11, 19-0-0 25-04 �_ 32-1-9 38 0-0 19-4-0 4 7-3-8 4-7-1 7-1-0 6-0-4 7=1-5 5-10-7 1 4-0 5x10 MT20H5=6.00 rl2 Dead Load Defl.=7/16 in fi 3x6 4x6� T 5x6 5 7 4 5 3x4 6 1.5x4,i 3 13 8 18 W2 14 8x8 II W7 N i ri 3x4 V 3 � 9 1 2 `"8x8 9 1d o 3.D0 12 17 16 12 11 3x6= 4x6= 2x4 11 2x4 11 5x10= 3x6= 1-4 7-3 8 11-10-10 15-6-0 19-1 fi 27-10-2 38-0-0 -4 7-3-8 4-7-1 3-7-0 3*6 8 8-12 10-1-14 1 Plate Offsets(X Y)— [7:0-3-0 0-3-0] [9:0-2-12 0-1-8] [11:0-3-4 0-3-0] fl2:0-2-0 0-1-0] [13:0-2-8 0-5-12] [15:0-5-0 Edge],[17:0-2-12,0-2-0] LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 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 FBC2014/TPI2007 Matrix-MSH Weight:222 lb FT=0% LUMBER- TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2*Except* WEBS B2,B4:2x4 SP No.3 3-17=-1411/838,15-17=-1430/2713, WEBS 2x4 SP No.3*Except* 3-15=-691/1563,4-14=-868/707, W7:2x4 SP No.2 11-13=1439/2900,7-13=0/441, BRACING- 7-11=-1121/579,8-11=-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;VuIt=160mph(3-second gust) 1 Row at midpt - 11-13,7-11 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 quide. 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 9 = 1486/0-7-10 (min.0-1-15) rotation about its center. .I 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 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 1047 lb uplift FORCES. (lb) at joint 2 and 1036 Ib uplift at joint 9. Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD LOAD CASE(S) 2-3=-2725/1590,3-4=-4450/2529, Standard 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=-1 40912474 WEBS 3-17=-1411/838,15-17=-1430/2713, 3-15=-691/1563,4-14=-86B/707, 11-13=-1439/2900,7-13=0/441, 7-11=-1 121/579,8-11=-444/459, srw;,y-rF„nus�klrnrin ne•r I rD:t Hess;sr!s;;n3u Ltivs a rman_�rmoa{sm7)u¢eas[meYtsr x!a Inditrsys�mn�w+w,Has m,:k!�pD!!.sgpx;man!lsAnrl.ret.�et.rrsn,sr!!Ime�.wivtltx.inmd n me aD.!ar FLTztmmrm!rlmssse0kn!eA:s<Iddah!dt r,elrrssn:sa hl�!etr,Brea,ht e!!!�n�m;>Qmms n,wrm,amr t:,ind<,r�,! !!, rind!de r!sgdkm�!im:r!q neero�mr.oinmt neu:!�s�.7;og:m,�rmsnncuroaq Anthony T.Tombo III,P.E. .,!u,,rm!I��I.ie!,,,a!npnr�u�amo.!n,ae,!�!s,mmdxna!sawgo,�a,aye!M!aa�,ocm�cerwr�Imrrar,kmrna.ne.r,neiae!monrme!u��re!ran;nme�r ,,n.!p.�,+ean.nrknn�srna!!yn!naara =80083 ' Kst+atog0lsipzrorumeert.ID!slesstlMUlrlMsdGepc+GRulp:eef ndt'sM7trybrpenlsdel!Id,!wtiw(IlSQ116ileslrlr;niSlGcz!dnn:elWrpa�dpd¢ss.IfFlednrstlengnz�eTEie,nsQn!s�R:li!:iaugse,tmsso!!y�tynennirn:!t'am�,n,nkss 4451 St.Luele Blvd. sAcMs!iAmdMs(ptlxlsgMgnynea h�Igmw 4MM.Ile rn;s W9Itimau e]fMb:hnr Dnlp.,O—SIM 6r—61.,0414 illmledtrsdlnsswaem!'d in Fort Pierce,FL 34946 (oppighs'D 2DI6 A4 RoalTmsszs-AmhonyT.Tamho Ill,P.E Repsodussia..olthisdotomees,ioenyform,itpmhTOzlxithoottAt a men ptrmissina hem Ad RaolTsossu-Arsheny LTamho Ill,P.T. Job Truss Truss Type Qty Ply XRMSCMB2L15X8 A02 Scissor 3 1 A0159051 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Aug 16 2017 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Wed Nov 15 16:43:43 2017 Page 1 ID:ld_OOXyyT61 Bi_TXoljwH HzefvK-fV1 vVMwm 1 pgZXis2ujX5rmOn5SNgdHKUT?TEUyluVk 0-7-1039-4-0 �1-44 7-2-1 1 12-11-12 t 19-0-0 i 25-0-4 i 30-9-15 i 374E 38-0-0 h � 67 5 9-11 6-0 4 5 9 11 6-6-7 0-71010� 0-7-10 6.00 12 5x6= 14-0 Dead Load Defl.=13/16 in 5 5x6 T 5x6 4 6 1.5x4 2 IN3 1.5x4 3 T ci 12 1 5x8= 1 2 B 14 13 11 10 1 8 aE 1 3x8 MT201-1&� 4x6 _ 19 r4 3x4 3.0012 1.5x4 11 1.5x4 11 o 1.5x4 11 1.5x4 11 4x8 zz 3x10-a-- 1.5x4 11 3x8 Il 30.9-15 9-10-4 17-0 27-1-6 28-1-12 31,1-6 38-0-0 9-10-4 9-1-12 8-1-6 -M 2-840-'J-7 6-1 Plate Offsets(X,Y)— [2:0-2-9,0-1-81,14:0-3-0,0-3-01,[6:0-3-0,0-3-01,[8:0-3-14,Edgel,[8:0-4-0,0-5-121,f8:0-1-13,1-3-51 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.72 Vert(LL) 0.55 12-14 >826 360 MT20 2441190 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(TL) 0.80 8 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 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=-9731796,4-14=-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 = 149010-7-10 (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 ANSI/TPI 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 1042 lb uplift BOT CHORD at joint 2 and 1042 lb uplift at joint 8. 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, a�1-0annnparnM.xiuo;tnmsn'N113;0a:Fuss Eawnsmtoxtrnr)1mmaw-rrwrawer pp—"ttniinn; c;tn,tE4tipDr.itfncelviarerer.r1.rah Mrfl.le We lent M.bliss Akftne toed 0Ihro,rat wt:iom3rrassk9knetnat1CC41traiAsrLxsOuxEgmn{itawQEEtletnlnm Urynmtwtc}cxta rnewulnSnargrygci�kSlnyaatnryGn:tei�ltextACnlM1anRl.i hapunesyLdhtnLn xmEfo! Anthony T.Tombo III,P.E. t an a ;tntw tmr a +ita<nrnm as o.n,aec.rd;tm�aaysnu:eali�o,�n,�a nAedda,fL a xni o rs b:lligndaullr E.a pmddlit C6reie fieNn dtlel tt;sd iyFa b.tMele,nsLl:ecenitmaudle�nsrmn rya =80083 ' arsr:leg:upnnd6antarntms state sate.nibp6n rdrr:damndIt,h n6cpttnlsaer hrrionlM [.—Iwr..apitmt.tnEidnrsarnyr,:mi ttnrho<taa:trnsakp:r..innut:mE,,<nnitn,tuuarsna,nins 4451 5t.Lucie Blvd. eau.ls>iehndNt(Ith�ytadgnmview I!�Nrrtiet 6n[.Ik tratt Dtatt67'mtr is r9farrmlliy fietipn,n Lou sEam 6r4n drnwavy.rn mrnaerdm:,n:naefinrmmt. Fort Pierce,FL 34946 (opyrightD2Pl68-IpaalUosizs-AerhonyTJemio116P,E.Rtptoduni>nd ibis docemeet,inonyfirm,isproh2dzlwilhoot,he ninenpemisrienhaa4-li.afUusus-gr:EhonyLhn3nIII;P.I. FXRM7SCM=B2L15X8 Truss Type Qty Ply A0159052 Scissor 10 1 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Aug 16 2017 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Wed Nov 15 16:43:43 2017 Page 1 ID:ld—OOXyyT61Bi—TXol jwHHzefvK-fV1 vVJTTwm 1 pgZXis2ujX5rmOs5TsgdGKUT?TEUyIuVk 0-7-10 I 394-0 1 7-2-1 12-11-12 19-0-0 25-0 4 30-9-15 37 3 -0 -4 6-6-7 5-9-11 6-0-4 6-0-4 5-9-11 6-6-7 0-7-10 0-7-10 1-4-0 6.00 12 5x6= Dead Load Defl.=13/16 in 5 5x6 i T 5x6 J 4 6 1.5x4 W3 3 1.5x4 3 2 SB2 7 12 1 W 5x8= 1 B 14 13 11 10 1 d 1 2 5x6 WB:::� 5x6 WB B 0 3x4 s:: 3.00 12 3x4 z� i �6 3x8= 3x8= i I 14- 9-10� 19-0-0 28-1-12 38-u �- 9-10 4 9-1-12 9-1-12 9-10 4 Plate Offsets(X Y)— (2:0-0-5 Edge] f4:0-3-0 0-3-0] f6.0-3-0 0-3-0] I8:0-0-5 Edge] i LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft 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/TPI2007 Matrix-MSH Weight:178 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2*Except* NOTES- T1:2x4 SP M 30 1)Unbalanced roof live loads have been considered BOT CHORD 2x4 SP M 30 for this design. WEBS 2x4 SP No.3 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) OTHERS 2x4 SP No.3 Vasd=124mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft; BRACING- Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); TOP CHORD cantilever left and right exposed;end vertical left Structural wood sheathing directly applied or 2-2-0 oc exposed;Lumber DOL=1.60 plate grip DOL=1.60 pur ins. 3)Plate(s)at joint(s)4,5,6,10,7,14,3,2 and 8 BOT CHORD checked for a plus or minus 0 degree rotation about its Rigid ceiling directly applied or 4-6-9 oc bracing. center. 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 nuide. 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 ANSI/TPI 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 1042 lb uplift at joint 2 and 1042 lb uplift at joint 8. ;I FORCES. (lb) 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, 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, 10-11=1911/3877,8-10=-2510/4609 WEBS 5-12=-1338/2603,6-12=-972/795, 6-10=-277/568,7-10=-411/463, 4-12=-973/795,4-14=-279/568, 3-14=-411/464 I x.,nr-nwan.�ira�r+raaslo�(nr>ss;zoo,7raur(rs�semsnio;;n(nrea,-urryurreautau(rrl.armara�mw��n.:<mE,�e,ud+h.,sa��on,:rpoo;maar„earl,(ee,a:etu5m�srr.rdr.i:dln,ecA.inmh(mmr¢o.ny . Ihhtcmaar�dn sid(serndia!aeaeteserde a,.Tmsom¢(y�a{�,sr�,ar(rr ;a>+�sna,rsus +msos�rgm„te,Pat:mninPn,riyrmr�ata+gwas trsQdaewr�Tm:seratan<troury.«omt rseh:q,d.armr.isear arc umsaar AntbonY T.Tombo III,P.E. mredr.+Tm+br ar ktllse isMn,i,u5ierd5eDner,�0+ed,e�.mei rP2nae ki/�Dsge,inae udeddae D4ae a(alri+hal b.lfgndtul mI.R+eipndd5e10aa1 eay fieMnrdee inu;'ndeFyesaler.+lage,hd,ratie.ndhe,sr ftdkesn�mmlard' ?80083 ' aet+3far0esigu nt 6samla.Nedm sded'n rclDC relax Padimnl p:eduridtelatd�6aP,alStelrldeixetiwRn�rd6:Fs(IrMn(SlfAee+deer.AbrsrdPAe�e.lNl idnn8e ngnsurrvu nla:M+dxhnsUx�n,Tm:l!•:�P ,+noirn:s tlnmanm,ains 4451 St.Lucie Blvd. saemss ietardlrs(tenadsp,Kgnie nExe trel ramn unhsd lh Ero;s Dean Gga+wUE'Iae pl/iq Detlrx+;,rheu$:iea E, ndseytr.Nhr.9lcyudtN Mx;m esdd�nl o TRl- �I Fort Pierce,FL 34946 (opydgbi 01014 A I FADasses-"ocy T.Tamba III,P.E.ba dodiaa a(s6is dosoberia oay hsm,is ptobi hA vithoul the niaen ptsmissian hon A-1 haf l asses-Aa(booyT.lambs III;P.E. I ,I Job Truss Truss Type city Ply XRMSCMB2L15X8 A04 ROOF SPECIAL 4 1 LbA0159053 Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Aug 16 2017 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Wed Nov 15 16:43:44 2017 Page 1 ID:ld OOXyyT61Bi_TXoljwHHzefvK-BibHjpUYXLxhAhH3ccEmd218?VgmZ6eUj710mxyluv 11-4-0 6-9-11 ! 11-1-10 190 a0-11-1023-3-2! 2"-a 38-0-0 39-4-0 -4 6-9-11 4-3-15 7-106 -11-1 2-3-0 6-2-14 6.00 12 5x8= Dead Load DeFl.=9/16 in 5 5x10 MT20HS' 4x6 T W 6 3 4 5x6 C 3x4 i 7 3 W4 1 11 ice ll 5 4 r^o m 2 N 10 qt l 0 3x4; 8 Ic 17 16 15 13 2x4 II 9� 4x8= 1.5x4 11 US= 3x6—_ Sx6= 2x4 II 3.00 12 8x8= 1.5x4 11 21-2-10 23-3-2 6-9-11 11-1-10 11Q0 19-0-0 20-11-102.1 29-0-04 6-9-11 4-3-15 0 -11-1 1-9-8 6-2-1 0-3-0 0-3-0 Plate Offsets(X Y)— [4:0-5-0 0-3-0] [5:0-3-4 0-1-4],[6:0-3-0,0-1-12],[7:0-3-0,0-3-0],[8:0-0-10,Edge],[11:0-5-0,0-6-0],f14:0-5-12,0-4-4],[17:0-3-0,0-2-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.46 10-11 >982 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -1.04 10-11 >438 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.78 Horz(TL) 0.57 8 n/a n/a BCDL 7.0 Code FBC2014lrP12007 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' 3-17=-405/286,14-17=-1090/2202, B2,B4:2x4 SP No.3,B5:2x4 SP M 30 4-13=-11121783,5-13=-538/107, WEBS 2x4 SP No.3'Except` 6-1 0=-81 6/918,7-10=465/501, W6:2x4 SP No.2 11-13=-709/1923,5-11=-1757/3458 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 cc bracing. Except: Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); 10-0-0 cc bracing:14-16 cantilever left and right exposed;end vertical left WEBS exposed;Lumber DOL=1.60 plate grip DOL=1.60 1 Row at midpt 3)All plates are MT20 plates unless otherwise 4-13,5-13,6-10,5-11 indicated. MiTek recommends that Stabilizers and required 4)Plates checked for a plus or minus 0 degree cross bracing be installed during truss erection,in rotation about its center. accordance with Stabilizer Installation 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 = 1507/0-7-10 (min.0-1-15) 6)'This truss has been designed for a live load of 8 = 1482/0-7-10 (min.0-1-13) 20.Opsf on the bottom chord in all areas where a Max Harz rectangle 3-6-0 tall by 2-0-0 wide will fit between the 2 = 33(LC 4) bottom chord and any other members. Max Uplift 7)Bearing atjoint(s)8 considers parallel to grain value 2 = -1046(LC 4) using ANSIITPI 1 angle to grain formula. Building 8 = -1033(LC 5) designer should verify capacity of bearing surface. Max Grav 8)Provide mechanical connection(by others)of truss 2 = 1641(LC 10) to bearing plate capable of withstanding 1046 lb uplift 8 = 1611(LC 9) at joint 2 and 1033 lb uplift at joint 8. FORCES. (lb) LOAD CASE(S) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. Standard TOP CHORD 2-3=-2770/1594,3-4=-2869/1720, 4-5=-1988/1270,5-6=4186/2454, 6-7=-5023/3017,7-8=-5022/2803 BOT CHORD 2-17=-1244/2376,4-14=-218/532, 13-14=-1258/2521,6-11=-579/564, 10-11=-1 726/3797,8-1 0=-2384/451 0 WEBS 3-17=-405/286,14-17=-1090/2202, anirl-nn aurrs0rnrrtat+e'11rC�;:tIFS3;kS0�i[EdllI:1YSEC0ICIREaSr:S!CY'fafr110E:iiIC6Y:lrtan lnd:kipµ mrrninsl w'esueds lnssCe4pCm'm1(ICC}ad arlmwrl.luh Lltllde:mT Santdae rs•Cdsn umise chinGiaa.wlr ILhtsaerm dmssiAkne{faaeiplhkrdA.Esr6rsCs:e hnaes{n,tiwrCrOprs?,n::ninmr lCS rgnsmsurertaetltirrnt:sinrl nruv:iyrspe:ait!.Irar lesgdae sogkirt:;IepeLynaelCCn¢.udn 18I.ri k:gnn:rnpne3Ndiq m6ias.satniifi Anthony T.Tombo III,P.E. W ned!;hrss Cr.of Niltxllsae mtnsisl{rddn Cna,da Crx?n mtlrmeindnli:lwHapCmge,uaeurhA slueUCan IE(drz lxilklliqu&nf RLl.MennrdLatmun{etfi:8 nedae i,m,odtugkrnly.slnere.uslrGeewni krv+{si¢!tear rtsrnsiiilrryd =80083 arb3[arP:s nerdlnfnan.ElfMnserdrtrnlDCnlaernCimerlpriermsdaekPaarGcpxnlSfehMnxripn0(Sgid6kellrlfln{S7[dm!dael{GxrmYdpi/see.101iehxsaens{nstildiunlAMs:irel!ns0:tiys,imssk:iirEyrmnirnssBn.h:lan,alnf 4451 St.Lucie Blvd. ran.iseamdsl Fort Pierce,FL 34946 (oprigh192016A-1heNsses-AethonyT.Todo III,P.I.&epsodusi—I this dmumeet,io sny form,is prohibited without themines ptimissiuutrem 4-I FaotBusses-Amhoay LTambs0l;P.F. Job Truss Truss Type Qty Ply XRMSCMB2L15X8 A05 HIP CAT 1 1 A0159054 Jab Reference o do al Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Aug 16 2017 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Wed Nov 15 16:43:45 2017 Page 1 B-11- I D:Id_0OXyyT61 Bi—TXoljwH HzefvK-cu9fxVAle3Yors FAi Jm?AGrMTv9DIZPdxnUZlNyluV -0 611-11 11-1 2o-11-10 37-4.6 35 3s-4-0 1 02 1� 22-3-2 3�911 91 3 6-11-11 0-7-10 1-0-6 1-4-0 6.00 12 5x8= 5x6 11 Dead Load Defl.=9116 in 5 6 5x10 MT20HSIi 4x6 7 T 4 � 4 5x6 rn 3x4 4 v 3 W4 Sx411 9 T � 81 5k8 11 5 W 1.5x N 12 2 M 1 2 16 15 3x4= 1] 20 19 18 2x4 II 3x6= 5x6= 2x4 11 3x4= 1.5x4 11 3.00 12 3x10 O 8x8= 300= 1. II i zo-11-S1mx4-0-z 6-1-11 11-0-10 11r7r10 18-0-12 19-11-421-2-1023r3-2 %11 t 3_8-0-0 6-1-11 71:1-15 0 6-6-z 1-10-8 0- 0- 7-1-9 7-7-SI 1-0-0 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],[9:070-0,0-1-12],[9:0-3-0,Edge],[10:0-2-9,0-1-8],[13:0-4-12,0-6-0],[17:0-5-12,0-4-4], [19:0-2-0 0-M] [20:0-3-0 0-2-4] 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.47 12-13 >968 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -1.08 12-13 >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 FBC2014lrP12007 Matrix-MSH Weight:248 lb FT=0% LUMBER- TOP CHORD 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, 132,134:2x4 SP No.3,135:2x4 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 4-1 6=-1 0 44172 9,5-16=-308/609, 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=-844/2206,6-1 3=-1 88813752 Structural wood sheathing directly applied or 2-2-0 oc pudins. 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.II;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 ired 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 MiTek recommends that Stabilizers and requ accordance with Stabilizer Installation guide. ponding. 4)All plates are MT20 plates unless otherwise 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 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 Max Grav rectangle 3-6-0 tall by 2-0-0 wide will fit between the 2 = 1636(LC 10) bottom chord and any other members. 10 = 1609(LC 9) 8)Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 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 1040 lb uplift 2-3=-2801/1612,3-4=-2870/1705, at joint 2 and 1030 lb uplift at joint 10. 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, Vnur-flesNdmglllrtmstie7l INNTmZls"drrj i0mt NEWS{r0Ftrumcmuj varn(ximiliMlil'tun.fat Our,Kr. SW rldWHnNir—VtsipNN,ig0DD,WMli6wlI.ruh@,rLlhna Caddo!H+.hkH M-,.mid nGe rCaldt WLkNONeemt�HNssle0knelfuSNIDOahNdl A.,T-Osq diladr Anthony T.Tombo Ill,P.E. W He d NO—6.9 hi8ir isnl ngn: q0,0—,1.0,.rts ohtd yNcn at I." dNndhN W'A'1K Wt.W w:uiq b.W 111.1.lNypN,ddrnl66uNryfnlr.ndaN t:rss:trm6y4rily.,lulrN.nsnnlel.eii kelrg ssdihhnsrNHna;rtd =80083 I M1eh�IfmrONSlpnnlrlY.:ltlNN.AOWIiftll6rtAi0:W�picSlHWlrleli,Hdfiern:4g0epeelSde¢IdllnllianllSl�plS!}tNI!rnldSlQcntlnnuNMr'ssdpllnl.iPFIiSnHRtngaublmHulA9NSiRInSiWfn4,inssk:�phNnWlnHr dn..... 4451 St.Lucie Blvd. ifw.Ns:ieMdlrlrHnmNpWgnhr!egllt9 rx0H brdsd.lNrnn OeCn[.rauisEWMb:Utg Dlslpn,HLrss Shea EN do k:ll .OH ddCH�a;mnddlel'airFl. Fort Pierce,FL 34946 (or right�2016 A-1 110a1Busm-Aath00y l.I.d.111,li.f,8epte/oai0a 01t6is dwameet,i0 anyf0rm,ii pro6btt0i xeho0tt6e ninm pemissiav hore A4 Y00f Lessea-Ara5a0yT.Tam9a 01;P.E. I 1 Job Truss Truss Type Qry ply XRMSCM82L15X8 A06 HIP CAT 1 1 LbA0159055 Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Aug 16 2017 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Wed Nov 15 16:43:45 2017 Page 1 I D:Id_OOXyyT61Bi—TXoljwHHzefvK-cu9fx9VAle3YorsFAJm?AGrNRv6eIWKdxnUZlNyluVi 23-3-2 39-4-0 11 6-1-1 11-1-10 16-0-12 20-11-10 2 1 30-4-11 371 3 1 -1-1 5-0-11 4-11-2 4-111 0 1-11-0 7-1-9 6-11-11E 0--0,_4 6 6.00 F12 1-3-14 14-0 5x8=5 5x8 11 3x4 Dead Load Defl.=11116 in 6 5x6- 7 T 4 4 3x4 N6k 5x6 3 1� v T Is, 9 m W 5 N 1 2 111 9 t7 0 0 1.5x411 IA 17 15 30 19 18 2x4 II 3x4= 1.5x4 11 3x10 1 3x6= 5x6= 2x4 II 3.00 12 8x8= 7x8= kr5 ' 2 6-1-1 11-1-10 11 7 10 16-0-12 20-11-10 21 -1 23 -2. 30-4-11 38-0-0 6-1-1 54)9 4-0.2 410-14 0.-0 0--0 7-1-9 7-7-5 0-&10 1-0-14 Plate Offsets(X,Y)— [4:0-3-0,0-3-0],[5:0-6-0,0-2-8],[6:0-2-4,0-2-8],[8:0-2-12,0-3-0],[9:0-2-9,0-1-8],[12:0-7-0,0-3-10],[14:0-4-0,0-2-4],[16:0-5-12,0-4-4],[18:0-2-0,0-0-4], i19:0-3-0,0-2-41 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.53 11-12 >863 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -1.25 11-12 >364 240 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(TL) 0.78 9 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 Matrix-MSH Weight:236 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2*Except* T4,T5:2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP No.2*Except* 2-3=-2879/1599,3-4=-2947/1676, LOAD CASE(S) B2,B4:2x4 SP No.3,B5:2x4 SP M 30 4-5=-2311/1388,5-6=-2043/1324, Standard WEBS 2x4 SP No.3*Except* 6-7=4018/2288,7-8=-4133/2161, W8:2x4 SP M 30,W7:2x4 SP No.2 8-9=-5186/2799 OTHERS 2x4 SP No.3'Except' BOT CHORD 01:2x4 SP No.2 2-19=-1264/2485,18-19=-122/251, WEDGE 4-16=-241/532,15-16=-1189/2545, Right:2x4 SP No.3 15-30=-755/1916,14-30=-755/1916, BRACING- 7-12=-321/390,11-12=-2395/4674, TOP CHORD 9-11=-2391/4665 Structural wood sheathing directly applied or 2-8-2 oc WEBS purlins. 3-19=-372/274,16-19=-1158/2266, BOT CHORD 4-15=-876/599,5-15=-320/661, Rigid ceiling directly applied or 4-7-15 oc bracing. 6-14=-3966/1655,8-12=-988/797, Except: 6-12=-2664/5762,12-14=-1764/4497 10-0-0 oc bracing:16-18 WEBS NOTES- 1 Row at midpt 5-14 1)Unbalanced roof live loads have been considered 2 Rows at 1/3 pts 6-14 for this design. MiTek recommends that Stabilizers and required 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) cross bracing be installed during truss erection,in Vasd=124mph;TCDL=4.2psf,,BCDL=4.2psf;h=15ft; accordance with Stabilizer Installation guide. Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left REACTIONS. (lb/size) exposed;Lumber DOL=1.60 plate grip DOL=1.60 2 = 1507/0-7-10 (min.0-2-0) 3)Provide adequate drainage to prevent water 9 = 1482/0-7-10 (min.0-1-13) ponding. Max Horz 4)Plates checked for a plus or minus 0 degree 2 = -33(LC 5) rotation about its center. Max Uplift 5)This truss has been designed for a 10.0 psf bottom 2 = -1031 LC 4 chord live load nonconcurrent with any other live 9 = -1020(LC 5) loads. Max Grav 6)'This truss has been designed for a live load of 2 1672 LC— 10 20.Opsf on the bottom chord in all areas where a — 9 = 1639(LC 9)) rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL= FORCES. (lb) 7.Opsf. Max.Comp./Max.Ten.-All forces 250(lb)or less except 7)Bearing at joint(s)9 considers parallel to grain value when shown. using ANSI/TPI 1 angle to grain formula. Building TOP CHORD designer should verify capacity of bearing surface. 2-3=-2879/1599,3-4=-2947/1676, 8)Provide mechanical connection(by others)of truss 4-5=-2311/1388,5-6=-2043/1324, to bearing plate capable of withstanding 1031 lb uplift 6-7=-4018/2288,7-8=-4133/2161, at joint 2 and 1020 Ito uplift at joint 9. 8-9=-5186/2799 awnal-Flee arunHr nnr.ne'!-I IOn I1GS53fi1Fr'yiE[3411EIY36ruz0mGeS(]St0Yir6fY7:f[K:d;FPeYEkI'hre iedirh!ip iaoc>ffn Wuel oe4t rertdtrus5 htireDm¢I�DC)wlMkbur l.ruh P:,fl.Iderna Sie!6dwe re.¢elrss arteniu!�!e1n6e RD,rdt Yrit l—odn!W Vual .1 M4le sd:t Aware,Bss¢Ega!a fi.e.,4-1a Gluo-apfl!ud—ylMMamasn scgtau dn!rr!.4:siuilnebxrurrUpca6kKb It i"d t4 tale trc;ierd>da ae-Wulf.nia iFFL rx h;D!n;m�n5 kieru!1!lneta'a1do, Anthony T.To0!bo III,P.E. W eudk;rrm Wnr4vis Cs ugnsi lildM Dnn,teC.uri sated:ei wemn ae lnlfel Cts.an,a3e uaendur0[IIeR(a/ln bul'a:Ifg uis ui rrlL Re eRmddnelCOseiryfieli.udflsinss,cC.rvrlaii�_dage,aAsfsbw ai kusr sid;le4u7nstitliltd _BOD83 Mt+aral OsupnaiUnsan.Ylafsstd stlb�lDD nlYe lrtt9'a;nl ryaef sdiblrrlq�^psenl Sdeh ld saeti;xilESfl/df!kiir fF n151G1 ee nlaer.5/4siv.:d pdsse.IPFl idius flenslnvaltieS nlhCetda.Itrr.D:srpa,in!s k!n*s,*sea ui Ines Y;edslner,edns eflerva!iet A11 s;adied greegnh ntre7ei ro:m5 bn6s11k rrn;S DeSW�Iare!IfF)r!N irlGy Dr!gw!,nLntSSMer Fepee dn,.le:Ifbg.Jl aitldtrdlaa;m15 Ea5nIs iF41. 4451 St.LUC(2 Blvd. • Fort Pierce,FL 34946 CoppightJiQl6 Ad taafLetss-ActdoryLTom9o;li,.F.I.Rep!oiudiax oli6i!dommeet,innnphrm,is wuhout the tnfien pemiician hem Ad isciLoss•s-Arl6atly i.lamlo Ill;P.F. , Job Truss Truss Type Qty Ply XRMSCMB21-15X8 A07 Hip Structural Gable 1 l%o A0159056 b Reference(option'al Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Aug 16 2017 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Wed Nov 15 16:43:46 2017 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-44jl8VWo3yBPQ?RRj1HEiTOaeJTtl5RnAQE7rpyluVh i1�3-Q 6-9-11 11-7-10 14-0-121 20.11-10 i 23-11-0, 29111-5 ! _ _38-7 39-4j1 -4 6-9-11 4� 114 2-5-2 6-10-14 2-11-10 6-0-1 8-0�11 '1-4-0 6.00 12 5x6= 3x4—_ 5x6= Dead Load Defl.=1/4 in 3x6 4x6 i 6 7 8 3x4 5 T 3x6 i 3x4 4 9 ,W6 I 10 3 n :`T 1 �\ I W8 V,(r9 Br 1 yy 0 0 19 ' 'd2o 22 21 = 29 17 30 15 13 ;I 3x8 1614 3x6— 4x4= 2x4 11 5x8 I i 1.5x4':I 8x8= 3x6= 3x6= 3x4= 23-114 1-0 6-9-11 11-7-10 14-0-12 19-0-0 0-11-1 M-14 29-11-5 I-0 1_4 6-9-11 4-10-0 2-5-2 4-11-4 1-11-1 2-0d -7 6-0-1 8h11 Plate Offsets(X Y)— i6.0-3-0 0-2-0] (8.0-3-0 0-2-0] (20.0-5-12 0-4-41 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 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 FBC2014/TP12007 Matrix-MSH Weight:220 lb FT=0 LUMBER- 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- f 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=15ft; MiTek recommends that Stabilizers and required Cat.II;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 quide. 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.Opsf. 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(lb)or less except when shown. TOP CHORD LOAD CASE(S) 2-3=-1553/994,3-4=-1289/915, Standard 4-5=-1229/931,5-0=1027/806, 6-7=-904f757,7-8=-43/370,8-9=-35/354, 9-10=-67/333 BOT CHORD i 2-22=-698/1292,5-20=-277/346, 19-20=-466/1013,19-29=-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=-1591581, 7-18=-1018/508,15-18=1240/489, ..... ..... 5m 41m,wsytr U+xaht'rIVy-7110'10M,MAL iRWSor3;'r.'°S[€51�"r8?0'IA;Sr9R;'��'�:%I'hin,W!kipr°rr.>�svd!M+N!nitx in!s H�,.ip�.hri1C(;ar`kSHser,1.fecn<ur1.r+Meru S1°Ikhrz nt.F!!.:d�xar tlrx!nSt iCTr,°Ir mier.nxi°rk^!!sh*kn!1 hr&160uM!rbi.l!tha't,�r�, °ii•`<+ IIR°t°r2:srfnar106r+urur!ar+}+u+s MaAnmd!gnrnWrtgm3k}t°&erJp#&uvlf+lm++(arlmtltr34nfy,a.!n€a.ina!g+n,>:+l+�s.a, =sr s,bra. Anthony T.Tomboll:,P.E. d nedm!(rn!1°arWduru �,rntlde!rf8,,.!a,wcnd,t ,e pmvmr> (!!y■:,urxt!�w=�u,ea'wmL,d aa�l a(+dme ruyrr,daen �ws+u.ea;et,m,,s=i;=rya.r,euyr.=,nmb.sen !�e��!,p.mkal� ,60083 ' frlulhr=!!ipr.Mfaaakr,77ut!!aWod+T'OatlurrsamMl°�aeslQet.dtsrLsrav¢Sdeh l�°sa,a!18(;plliu itr rBadSr;lne!eh!eu!dMtn°+ lm�i9-E7!?nnl+n7+uu'R.+!ul}�.,tf¢rrnss firs sr,1�,!Q!cpr}s°!n(?n19 RC&d9a°$,fani 4451 St-CUde Blvd• sOe•i,r kb+rM t(arJr¢srlqu bnglr tT,ItR+si!tlrt!Dtl!ns O+siy!tepeTh 19':itrti�tr:esFaar.ce hss Slma Fgnre!daraanl.Ar vrNaelaic;nit t?,a!1°RN. � Fort Pierce,FL 34945 10POI Nl'2916A-Iledhasses-Affi6eryl.10do111,P.F,rep+odouinodUisdaromectiooayfaa,isploY3i4d.i76aan6tririY,enpermissiarSomA-1loaitnnrs-Aet4c�yl.loe6o111,P.L I i Job Truss Truss Type Qty Ply XRMSCMB2L15X8 A08 Hip 1 1 A0159057 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Aug 16 2017 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Wed Nov 15 16:43:47 2017 Page 1 ID:Id_OOXyyT61Bi_TXolj vHHzefvK-YHHPMrWQgGJF190dHkoTFhwj2igKmUwwP4zgNGyluVg r14-0 7-7-9 12-0-12 18-1-3 25-5-4 30-10-3 38-0-0 $9-4g 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.=114 in = = 4 5 6 6,00 12 3x4 1.5x4 II 3 7 7S7";( m 1 1; ro 2 8 9 M yI 1 Ic 15 14 13 22 23 121124 25 10 1.5x4 11 3x6= 5x6= 3x4= 3x6— 3x6= 3x8= 3x6= 1-4� 7-7-9 12�-12 23-4-3 30-10-3 38-0-0 1-4 7-7-9 4-11-2 10-9-7 7-6-0 7-1-13 Plate Offsets(X,Y)— [4:0-3-0,0-2-01,[6:0-3-0,0-2-01,[12:0-3-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 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 FBC20141TP12007 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=-12381792,6-12=-877/882, TOP CHORD 6-1 0=-1 0 9 816 74,7-10=-453/469 Structural wood sheathing directly applied or 4-10-12 oc purlins. NOTES- BOT CHORD 1)Unbalanced roof live loads have been considered Rigid ceiling directly applied or 6-M 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)Plates)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)atjoint(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=-1238f792,6-12=-877/882, wrnnr-Flan nnrg!¢reiva Ytt'li 10%:F ttsSSEs(Y1U)5Ea3aE IEIEaf r rDe01I12 5 In10Yy-e4T.7'f a[rr;6:Ehe60tt tir¢IrtAt terip pza9n,rN nd edr,n!d,inn Ce<ipthrrut��Jmdne donwll.fw4 Ef.thwrt I'¢!!lrlme nx¢elrss c'tn.ne eGer m ne ICO,sIi Bd:iaaemraldn ssmknerW!na iaCWat rd(.a,elrrsOn"x Eq�ei�,fre-ntr/[rii+b.?rne,elnatlG rgrt,m,mrerllaedue pdesirnl erSien!iy rnrzRRry Wr@t rru�dD!sn�r inss rg0.inl'x10Gerlr,men iFFL ikarpcasrar,kiii nrL^irt¢ilildat Anthony T.Tornbo III,P.E. ma ne d NiT.,W ma Wit!isnemansd 6ryd1.C."0.Ond,eAMum gNmn.WiL-I Oage,u nenlrtd dn!Is'ktIKaita bnl kdfgrdrneftil Re rFl�nddlir IDOne m1fieNnrdnrimti:cd.i`y&rzln.slaeie,nsnneti�nl foam sidile�nsEmnanld =80083 ' marar�e,a�wciEr� amdn,r.rdW�toerdaxrnnm¢dE,:a. ndkur�g0alnbAmdm;xwtds0tyre aaurrdmm<axe¢a�urt.mb�,nnrn,Enain,�aanndMfn,so:ism,In„bnansynmrraln,ss¢namn:an, 4451 St.Lucie Blvd. mr+nadmanrEwnedrp¢agnW.e:yeir ,indrtalkWr;so,�rra:mnrrwa;wgo,yw,wLrnLdmrr�ad a,aa�0lrg�W,a ,:mrmadnaWml. � Fort Pierce,FL 34446 (oppillnD 2016 A-1 kofTtases-h1hory L lombo ill,P.E.Neptodariac of this dotumem,in any form,is prohibited whbour the minen pumissiaa from 4 I1_a1 Trassas-Adhaay T.Tanba I%P.E. I 1 I Job Truss Truss Type Qty Ply XRMSCMB2L15X8 A09GE Hip Structural Gable 1 1 A0159058 Job Reference o ti Inal Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Aug 16 2017 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Wed Nov 15 16:43:48 2017 Page 1 I D:Id_OOXyyT61Bi_TXoljwHHzefvK-0TroZBX2aZS6fJbgrSJiouTgX6DnVxy3dkjEviyluVf r1 4 p 5-9-10 11-0-12 19-0-0 26-11-4 32-2-6 38-M Q9 4-Q 1 4- 5-9-10 5-3-2 7-11-4 7-11-4 5-3-2 5-9-10 1 4 5x8-_ Dead Load Dell.=3/16 in 5x8= , 4 5 6 6.00 12 j572L�41 I rn3x4yy4 4= x83S75 ( SJ11 ST73 i S60 w m W3 W. Sr �4 i i 3 i// S 18 1 us 1 S74 1N ST]0 I / S 16 it 2 15?1 I i i ST6 9 10,\ ( st12 li s a �� IQ o�` d !;; 27 26 25 24 23 22 21 20 18 17 16 15 62 13 12 63 64 65 11 3x4= 61 19 5x8= 14 3x4= 3x6= 3x6= 3x6= 3x6= I r1 4 q 5-9-10 11-0-12 19-0-0 23-8-0 26-11fl 32-2-6 38-0-0 1 4 5-9-10 5-3-2 7-11-4 4-8-0 3-3 d5-9-10 Plate Offsets(X,Y)- [4:0-6-0,0-2-8),[6:0-6-0,0-2-8),[8:0-2-12,0-2-4),[17:04-0,0-3-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud j PLATES GRIP TCLL 20"0 Plate Grip DOL 1.25 TIC 0.91 Vert(LL) 0.43 11-12 >403 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.63 Vert(TL) 0.35 11-12 >497 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.76 Horz(TL) -0.04 9 n/a n/a BCDL 7.0 Code FBC20141fP12007 Matrix-MSH Weight:277 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2'Except*T2:2x4 SP M 30,T3:2x6 SP No.2 BOT CHORD 9)This truss has been designed fora 10.0 psf bottom BOT CHORD 2x4 SP No.2*Except* 21-22=-203/582,21-61=-203/582, chord live load nonconcutrent with any other live B3:2x4 SP M 30 20-61=-203/582,19-20=-203/582, loads. WEBS 2x4 SP No.3 18-19=203/582,17-18=-203/582, 10)'This truss has been designed for a live load of OTHERS 2x4 SP No.3 16-17=-861/638,15-16=-861/638, 20.Opsf on the bottom chord in all areas where a BRACING- 14-15=-861/638,14-62=-861/638, rectangle 3-6.-0 tall by 2-0-0 wide will fit between the TOP CHORD 13-62=-861/638,12-13=-861/638, bottom chord and any other members,with BCDL= Structural wood sheathing directly applied or 4-3-11 oc 12-63=-2360/1453,63-64=2360/1453, 7.Opsf. purlins. 64-65=-2360/1453,11-65=-2360/1453, 11)Provide mechanical connection(by others)of truss BOT CHORD 9-11=-2492/1502 to bearing plate capable of withstanding 100 lb uplift at Rigid ceiling directly applied or 3-9-7 oc bracing. WEBS joint(s)25,26,27.14 except at=lb)2=221,22=199, 17=2276,15=147,9=1681,2=221. WEBS 3-25=-432/47,3-22=-188/415, 12)Graphical pudin representation does not depict the 1 Row at midpt 4-17,6-17 4-22=-348/20,4-17=-418/720, size r the orientation of the representation purl n along the top and/or JOINTS 5-17=-594/463,6-17=-1441/2461, bottom chord- 1 Brace at Jt(s):7 7-12=-1462/674,6-7=-1501/687, 13)Hanger(s)or other connection device(s)shall be MiTek recommends that Stabilizers and required 8-12=-896/1648,8-11=-935/473 q provided sufficient to support concentrated load(s)180 cross bracing be installed during truss erection,in lb down and 331 lb up at 32-10-8,174 lb down and accordance with Stabilizer Installation guide. NOTES- 331 lb up at I28-0-12,and 101 lb down and 191 lb up 1)Unbalanced roof live loads have been considered at 30-0-12,and 101 lb down and 191 lb up at 30-11 4 REACTIONS.All bearings 23-8-0 except Qt=length) for this design. on top -12, ,and 1 l lb down and 1 l lb up at 9=0-7-10,14=0-3-8. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) on top2,49 lb down and 141 lb up at 430-0-12,lbu and 49 (lb)-Max Horz Vasd=124mph;TCDL=4.2psf,BCDL=4.2psf;h=15ft; lb down and 141 lb up at 30-11u,and 0 Ib down 2= 33 LC 4 Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); ( ) Max Uplift cantilever left and right exposed;end vertical left and 424 lb up at 32-10-8 on bottom chord. The design/selection of such connection device(s)is the All uplift 100 lb or less at joint(s) exposed;porch right exposed;Lumber DOL=1.60 responsibility of others. 25,26,27,14 except 2=-221(LC 4), plate grip DOL=1.60 res res In he LOAD CASE(S) o the 14) section,loads applied t 22=-199(LC 4),17=-2276(LC 4), 3) Truss designed for wind loads in the plane of the face the truss are noted se front loads or back(B 15=-147(LC 10),9=-1681(LC 5) truss only. For studs exposed to wind(normal to the Max Grav face),see Standard Industry Gable End Details as All reactions 250 lb or less at joint(s) applicable,or consult qualified building designer as LOAD CASE(S) 15,16,18,20,21,23,24,26,27,2 perANSI/fPI 1. Standard except 2=329(LC 10),25=457(LC 9), 4)Provide adequate drainage to prevent water 1)Dead+Roof Live(balanced):Lumber Increase=1.25 22=383(LC 10),17=1644(LC 1), ponding. Plate Increase=1.25 9=1033(LC 12),14=296(LC 10) 5)All plates are 1.5x4 MT20 unless otherwise Uniform Loads(plf) indicated. Vert:1-4=',-60,4-6=-60,6-8=60,8-10=-60, FORCES. (lb) 6)Plate(s)atjoint(s)4,6,2,19,3,25,22,17,5,12,8, 51-54=-14 Max.Comp./Max.Ten.-All forces 250(lb)or less except 11,28,29,30,30,31,15,32,32,33,16,34,34,35, Concentrated Loads(lb) when shown. 35,36,18,37,37,38,20,39,39,40,21,41,41,42, TOP CHORD 23,43,43,44,24,26,45,27,46,47,48,49,50,7 and Vert:11=;170(B)57=-80(B)58=61(B)59=-61(B) 9 checked for a plus or minus 0 degree rotation about 60=-83(B)63=-170(B)64=-40(B)65=-40(B) 3-4=-417/289,4-5=-754/545, 9 � 5-6=-754/545,6-57=-587/1176, its center. 57-58=671/1215,58-59=-704/1259, 7)Plate(s)at joint(s)13 checked for a plus or minus 5 8-59=-799/1296,8-60=-1576/2902, degree rotation about its center. 9-60=-1744/2951 8)Gable studs spaced at 2-0-0 oc. BOT CHORD 21-22=-203/582,21-61=-203/582, tim_sr"flaseErr»�dlarir.de'41tJ11sOf"i>rStD:i';DFDLTlR4StCNGtiplS([SICJlrt7!O�Fi919&;S7GYfM!'hiu,trtAlkYplaerl,!sedtMee±seelts;rtn NnEn."ryilCHailSsSsrsenl.':taia6.i..UMem Sleellehrt ne tYiu ra,isu s�eln2:it9,nh sales;. l:skknaM6IC$uknayrr+na:y,Bp,ae,lea� vnas6awrTCCmu wulheiq�hs9ad+jhehr;elnisohee�rd6rsnlkLnei!ltN®6eFAN,utatN.iirksryen lrxsaalaa�nl Anthony T.TomboIIi,P.E. aaa.�eKms:m, t=tynixerlanin case e.e�sa�la,l:aae eel , ,oe spa;gar,a¢:we,h:aeRay;eedlrrlrasp,wamlmal ur,d1Rys� .m im na�w gun eo,m�l r 80083 a,ramleesgu:salranala.taa::snotmn+naetr�lmssat!»lsnesstn.ta vslaeesPnhasmaztigltns;�tl:nesauuae„raea�atnpnnipmn,.tlN:se„esen:la.a:u;aaiA�;neralnssres yrns:6ssl,[rlavae;:.nrmsmne.atas 4451 St.Lude Blvd, I ita.lceedudnsnrns,,argaher+ofHsrlcanr,tst[tn:,ssreup6jaesuastter=�el:esp,z.arnnSntm'.elnnrdmtatiy.!„¢lns::mffac:mat!xdalrFl. i topriki0 FnrtP;eree,FL 34945 i016A-lRodlasses-Am6agl.lomholL',P.E repeodastioocirhisdosement.iseoyfosm,ispmA!b&r6.itSeallhewriYeapermizs�aSomA-lteoiimsses-Aot6eoyl.loc6a0:P.E J Job Truss Truss Type Qry ply XRMSCMB2L15X8 B01GE COMMON SUPPORTED GAB 1 1 A0159059 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Aug 16 2017 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Wed Nov 15 16:43:49 2017 Page 1 I D:ld_OOXyyT6l Bi_TXo 1 jwHHzefvK-UfPAnXYhLtazHS9OP9gxK6?BmWh WEZCDsOSnR8yluVe 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 g T 7 T T T T 2 8 1 9 3x4== 14 13 12 11 10 3x4 —...--- --..................----- . -- 12-4-0 --..-- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 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 ' Re Stress Incr YES WB 0.05 Horz TL 0.00 8 n/a P n/a BCDL 7.0 Code FBC2014ITP12007 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 OTHERS 2x4 SP No.3 chord live load nonconcurrent with any other live OTHERS BRACING- loads. TOP CHORD 9 'This truss has be en designed for a live load of Structural wood sheathing directly applied or 6 20.Opsf on the bottom chord in all areas where a-0-0 oc rectangle 3-6-0 tall by 2-0-0 wide will fit between the ROT CHORD purT bottom chord and any other members. 10)Provide mechanical connection(by others)of truss Rigid ceiling directly applied or 10-0-0 oc bracing. 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 ouide. 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 atjoint(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.11;Exp B;Encl.,GCpi=0.18;C-C Extedor(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 ANSIfrPI 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. XUks;•rIERi'w'RT,Ir(Rpi fl!()IJJ.'1rt5i5nEt1E1�y rfR761 itW:6(U{C4ik�A{(nt ar!Irl:i{hoa;EnsYiar,sl0,tvi I". itltlf4!a RS rRli I:AP:iieiylt('M Ltr r}f f1aPr E.'leot0,ice,rIEMMI ikM It(iit etl,rCilS:lif!Jt Q't1 pit 2-0.all W:d:leR7w phis ttt"Ie tstdfR fitlDEniereM l.t F.tm;e:gf kp te,f(talry lljntR ta:wtylCOrtsr(tee!axvpR;fan pth 1.>gnlvnray:tst!Vykhteriwd6e sngltl!.li!ratlatui3C ah.Rter lrtl iwhuttnu:7aaykksr .tom s Mh;n' d tL�@PtrMS(aR!Ss1Enl ltlYffla:im!rl'rv_9Rtl,D:CsF/t ti3Y'ayetlRMlfy3r gM[.aNU&!hxdt V,#tB tanlarairs:KatiNl la ypRd2nel wtry StN.edit;inL�;ty>,Jur.�!ygnrkrmw�ksaj tSt@I!6trsrye.C;9rd Anthony T.80083Tomb l.f:,P.E.tt lum(`e;4.ts!(aoxhr r7 tassataane P.7ataps�tsRlry!lmesln,la'tml(tst,xs f:r'r trxsNlett6f,'p.36sxrt.!,Rl S4r rte tetvtudh:}t:^tl tce.11-Arms#eu ae.rxs„Rttn:sstv(msot = 0083 pA1 y r,5tat,P!sv&raeltw iR:sYareO+rn,aless 445t it.Luc7e Blvd. ,:keiabr hA¢tln t fa:t?agedylt n•rmrh e6rotin snhel.t!t Less 7!si}+Efpav!!NOT 3s Pidy;,ugnr.,a ram:ItltP Efrury dm Ya.=.tin;,17 ryn7tdae!m 1s t!'.R!Rtr(I. ro i hi Ct 7016 A-1 Rod Ifossts-Whu 1.lo©ho 111,P,F,re il000n oflhis dafrow,in a a fu-,is ahlbad.ilhul lb,rairr-ermissioe hem A-1 Aoor tames-Aolh-y],hobo 111,P,L Fort Pierce,FL 34946 Pr<h Y P Y� P P Y k ' Job Truss Truss Type City Ply A0159060 XRMSCMB2L15X8 B02 COMMON 3 1 Job Reference o tioLI Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Aug 16 2017 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Wed Nov 15 16:43:49 2017 Page 1 ID:Id_OOXyyT61Bi_TXoljwHHzefvK-UfPAnXYhLtazHS90P9gxK6?7W WeaEYmDsOSnR8yluVe 14-0 6-2-0 12-4-0 13-8-0 14-0 6-2-0 6-2-0 14-0 4x4= 3 j 6.00 F12 I 4 In 2 L 5 0 1 t t t o t t 6 i t 3x4= 1.5x4 11 3x4= f 6-2-0 124-0 6-2-0 6-2-0 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.02 6-12 >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/TP12007 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 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 471 lb uplift at purlins. joint 2 and 471 lb uplift at joint 4. BOT CHORD 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) 2 = 540/0-7-10 (min.0-1-8) 4 = 540/0-7-10 (min.0-1-8) Max Horz 2 = -28(LC 5) Max Uplift 2 = -471(LC 4) 4 = 471(LC 5) Max Grav 2 = 600(LC 10) 4 = 600(LC 9) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-600/358,34=-600/358 BOT CHORD 2-6=-140/452,4-6=-140/452 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. f(cFu}-flsvnene¢¢rt.eYtie'RIldu itLit4�ldfi yDF[3LLI:7Ns6rJkDinflS(JS'DY{�rm:r'ISf[k;Y€DiWkl'Iwn lert}Wip p�adxsafrnsw4tna^'rrnst GfipDrtYuj�i(�';¢ilnelFnwr l.iwk 6:}�kkw,�5zrtawe Fv.CelFn etxYise sxMmne lCD,e1} ' WTstumFnu}nks sxnkewt4rL icCwkrde is FlnsDxe kr®eer{.`♦eansksseT`..xees�narif,sgrcrosorrampirswrdwsu:nur M}SCitD}Jp;3<ksgeelne taste imsegeYdw neNDwry,wlwi&1.rw hsgrni:epws,4d¢s uNon4wT luA} Anthony T.Tombo Ill,P.E. we.war.raswwtkuar}irmwFpF«uraao.we,aecYFnsem,aaFsexwMtrr�De,�e,�aeuaeadMnwaerttmEnel>GIsui.yws,mmtn.Fpw.atrxtoowswFeexnernem,r; rykFnn,mere.�skem.ge�w:,}esalkneFe=lwersDrtra =80083 ne rnfasWsfs Qi krletln.ADul-dada MDOWne}ndi—doilers allln'S.q 6gnsi sYeht nmfi."Jmpni!il1}mns sau cr rameeefr Wyd pit...It,]edmir ngwu.ana as hee,a MtwrD..riper Titn oe:i,etYwrrmnmsduwn�nu,cam 44515t.Lucie Blvd. rslemsiaw,JHFEYAMryeds}nrc Here iydl}Fmes anise!lk tnssDes!p�9%K+Iti?Inc k:iliy Oeslsws.nUws<.}rs klhoe:dFgkdfb}slleryodod'nx:nemdfire1zi141. li Fort Pierce,FL 34946 Eoppillbi02016AdRoofbosses-ActbonyLfamboill,P.E.Repidediam of this doameat,in aDyfarin,is plobibited wiaboul the Minion Permission hem A-1 loolhussas-"Day 1.Iomb Ill;F.F. it t Job Truss Truss Type Oty ply XRMSCM82L15X8 B03GE GABLE 1 1 A0159061 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Aug 16 2017 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Wed Nov 15 16:43:49 2017 Page 1 I D:Id_00XyyT6lBi_TXoljwHHzefvK-UfPAnXYhLtazHS90P9gxK6?7tWeOET0 DsOSnR8yluVe 14-0 6-4-1 11-11-14 1 4-0 6-4-1 5-7-13 1.5x4 II 4 1.5x4 II 6.00 12 1.5x4 If 3x4 3 1.5x4 II 2 �1 6 5 3x4= 1.5x4 If 5x6= 11-11-14 6-4-1 5-7-13 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.03 6-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.05 6-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.01 5 n/a n/a BCDL 7.0 Code FBC2014frP12007 Matrix-MSH Weight:70 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. WEBS 2x4 SP No.3 4)Gable studs spaced at 2-0-0 oc. OTHERS 2x4 SP No.3 5)This truss has been designed for a 10.0 psf bottom BRACING- chord live load nonconcurrent with any other live TOP CHORD loads. Structural wood sheathing directly applied or 6-0-0 oc 6)'This truss has been designed for a live load of purlins, except end verticals. 20.Opsf on the bottom chord in all areas where a ROT CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the Rigid ceiling directly applied or 8-8-11 oc bracing. bottom chord and any other members. MiTek recommends that Stabilizers and required 7)Provide mechanical connection(by others)of truss cross bracing be installed during truss erection,in to bearing plate capable of withstanding 417 lb uplift at accordance with Stabilizer Installation ouide. joint 5 and 371 lb uplift at joint 2. REACTIONS. (lb/size) 5 = 419/0-3-8 (min.0-1-8) LOAD CASE(S) 2 = 541/0-7-10 (min.0-1-8) Standard Max Horz 2 = 499(LC 4) Max Uplift 5 = -417(LC 5) 2 = -371(LC 4) Max Grav 5 = 499(LC 9) 2 = 573(LC 10) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-570/163 BOT CHORD 2-6=-446/532,5-6=446/532 WEBS 3-5=-604/506 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 ANSUTPI 1. vnnr-Flea M.n,ill.re,kv ne....CCI7iCiry(SFMSn3ft I.7Y56:C5CIIli9i i7S':CYj IL13'j YEECtliFL4Y:Yr hrn.rerifIft.PK:,hnud,ni 1n, N,run Ceri;D-aj(X';W I44har1.r.hC!.11 Mann lien.E.leen�h4n.Snaiu r�.'Nn n,ICC.edE Wtskcsarllars sielik.sed Io N'I W1"dth.LasCeWh;h:q;..Sread?hW-,O:sedn,q r%,grz ... madu,r,h:sunle S—ngrvr�lt,.fxSs lmll d memp I-lgdd«ceMdfW.In1.In ie:go—.rre,kin,.&t,u,sriWly Anthony T.Tombo Ill,P.E. ni w.s•dry;ran,4rmhil�„isn„nrn,n.lmaa,o..ernmc.,,rsom„�Nr�ana:uv.�o,;o,,,o�r�maarHaLa,IttnEn,1.GIs,:wg,NeQimrneen�dan,moQEele.y.,rda,r,n:4arylr,e�.,mere.4mlm.niE,,.,lvrhhn,l,.s�aard ' msir�m�n�[,mart.m,m„nnarteeni�rncanir,d� aaraaarh��sdnlan .ruya6Onrmsw un—d-1I.PydPd... eewerneg."Mo. Mwd�ln:;o:,ps,[nnu:�,unnnitn;:aNann:edss gg51 S=8t 0083 0083Lucie Blvd. .,Ee,.nnf.hNns;nn.n ryndoynY Inc h,�rrroes wand.lie rrss Rtin hrheu is E'(fl,kaOgC.dlan,n7mnStffis hrueeldorhtl11q.9l npldetE�ncsnnsdd,nEoml. Fort Pierce,,ci 34446 fopyrigbt�Y016AIRnalLussns•ktfiony l.lna'wolll,P.F.Rtpsododiond this document.in my farm,is prohibhod wMowbe,nin.n permission hon Ad foal basses-Anthony 1.ianbo Ill:P.F. , y Job Truss Truss Type Qty PIY A0159062 XRMSCMB2L15X8 B04 MONOPITCH 2 1 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8. 220 Is Aug 16 2017 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Wed Nov 15 16:43:50 2017 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-yszY_lt7J6BiquckCytLAtlYldw_dzv5M52CK_ayluVd 1 4 0 64-1 11-11-14 1 4-0 6-4-1 5-7-13 1.5x4 II 4 6.00 12 3x4 3 IVI m 2 1 6 5 3x4= 1.5x4 11 i 4x4= 6 4-1 11-11-14 6 4-1 5-7-13 Plate Offsets(X Y)— f5:0-2-0 0-2-8j I - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.43 Vert(LL) 0.03 6-9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.05 6-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.01 5 n/a n/a BCDL 7.0 Code FBC20141TPI2007 Matrix-MSH Weight:62 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 4)•This truss has been designed for a live load of BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a 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 5)Provide mechanical connection(by others)of truss Structural wood sheathing directly applied or 6-0-0 oc to bearing plate capable of withstanding 371 lb uplift at purlins, except end verticals. joint 2 and 417 lb uplift at joint 5. BOT CHORD Rigid ceiling directly applied or 8-8-11 oc bracing. MiTek recommends that Stabilizers and required LOAD CASE(S) cross bracing be installed during truss erection,in Standard accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 541/0-7-10 (min.0-1-8) 5 = 419/0-3-8 (min.0-1-8) Max Horz 2 = 499(LC 4) Max Uplift 2 = -371(LC 4) 5 = 417(LC 5) Max Grav 2 = 573(LC 10) 5 = 499(LC 9) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-570/163 BOTCHORD 2-6=-446/532,5-6=-446/532 WEBS 3-5=-604/506 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)Plates checked for a plus or minus 0 degree rotation about its center. i 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ■mu{-fln4mn.gurre.arx'sl rO;I msse{ura�iE¢3N IEnlS6 rJkOmCIS CJSiNti tCr-lil!¢F;BiIlk4Fk1'6m ledrtriippr9nrMrnl xtrutirinst CnipDnvy�OCIm,96e1mnrC6xtrtl,L.¢rinn,�SkStelve ru EAry klmisefsleinRe R0.nf{ WLkwemr slwssin1 k.set4rSr itC4krdtlr.tnssg:su6{gin{u;'.rwd7G{a-.a4:ssinv(tb;rgrtwlsa.rs{rxrdW{n#:sinil nSumiyraraut�fr4r�¢Irn�et6eso{Ielnsslrim In MtODuh,nin int.tkhuyuim(m¢Iaturrulen¢w41Bq Anthony T.Tornbo I1I,P.E. vi.x el[r Lns tx ar kiVls{Is6r mpn d5rd ,ha OnnrrSsr4el grmn4:ktt{On:pe,4@x udedsi4r o(.@rlit nihlnl#IliguH ofml.Ik eemAd4elWW nrfi:N.udOrr:.n,.l<ia¢Wdsg,il.np.hgd..esetikew{Jdie�m{mn¢firl s80083 ' rh11 e:sipactumren.Wines sn.nu�tDgrd3x{rcerrsms p:lefwrsdre[.¢s�{aq.ni khhtmnznmptsni.twkihrrt nt szf re rdnn:<irx{xra{atar�mtt�un ernsN.vlinn wfnnesm�kLnso:s n,in,s eem[gn>nitnn tru.4ana,.vm 44515t.Lucie Blvd. e4nwise iet�zllr¢twheeryedrynnnRrsh�l µtin 4nfreL tk lost DrCu 4rarris EgrG¢kI14g Onlgan,44.ssg{nra N{wn dtq M'uieg,Warttdcer!xa:a.rs ad4d4mt. Fort Pierce,FL 34446 (opysight 9 2016 A4 reo0ressn-Ant i my Mosim III,P.I.Beprodonioe oithis document.in ony form,is prohbi ed wir6om the wrinen permission from A l 113o fosses-AnthonyL Iomho ill;P.L Job Truss Truss Type Qty fPly + XRMSCMB2L15X8 C01G GABLE 1 A0159063 Job Reference optional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Aug 16 2017 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Wed Nov 15 16:43:51 2017 Page 1 ID:ld—OOXyyT61Bi—TXoljwH HzefvK-Q2WwBDZxtUghWmJPWatPPX5QiKD?iOd WKixu W 1yluVc -1-4-0 9-8-0 19.4-0 20-8-0 1-4-0 9-8-0 9-8-0 4x4= Dead Load Defl.=1/8 in 7 1.5x4 II 1.5x4 II 6.00 12 6 8 1.5x4 II 1.5x4 II 5 9 ST1 ST1 3 4� 4 10 3x J 1 W1 Li m 2 6x6 3x6 11 3x6 11 3x10 11 3x6 11 3x6 11 6x6 12 m 1 13 jq 23 24 25 26 15 14 27 28 29 30 3x4- 3x4 3x8 MT20HS= 1.5x4 11 2-0-14 1-S141a 3 9-8-0 17-3-2 19-0-0 1-5140�f-5 7-7-2 7-7-2 2-0-14 9-511 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],[12:0-2-10,0-1-81,[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 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.13 12-15 >999 360 MT20 2441190 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/TPI2007 Matrix-SH Weight:119 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BOT CHORD 10)Hanger(s)or other connection device(s)shall be WEBS 2x4 SP No.3'Except' 2-23=-573/1155,23-24=-573/1155, provided sufficient to support concentrated load(s)251 W1:2x6 SP No.2 24-25=-573/1155,25-26=-573/1155, lb down and 187 lb up at 2-0-0,and 251 lb down and OTHERS 2x4 SP No.3 15-26=-573/1155,14-15=-573/1155, 187 lb up at 17-3-4 on top chord,and 99 lb down and BRACING- 14-27=-573/1155,27-28=-573/1155, 67 lb up at 2-0-0,14 lb down and 1 lb up at 4-0-12, TOP CHORD 28-29=-573/1155,29-30=-573/1155, 14 lb down and 1 lb up at 6-0-12,14 lb down and 1 lb Structural wood sheathing directly applied or 4-11-11 oc 12-30=-573/1155 up at 8-0-12,14 lb down and 1 lb up at 9-8-0,14 lb down and 1 lb up at 11-3-4,14 Ib down and 1 lb up at puriins. WEBS 13-3-4,and 14 lb down and 1 lb u at 15-3-4,and 99 BOT CHORD 7-16=-360/600,3-19=-475/359, p Rigid ceiling directly applied or 7-8-6 oc bracing. 18-19=-475/359,17-18=475/359, lb down and 67 lb up at 17-34 on bottom chord. The JOINTS 16-17=4571332,16-20=-457/332, design/selection of such connection device(s)is the 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 CASE(S)section,leads 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) S REACTIONS. (lb/size) for this design. Standard ) 2 = 722/0-8-0 (min.0-1-8) 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) 1)Dead+Roof Live(balanced):Lumber Increase=1.25 12 = 722/0-8-0 (min.0-1-8) Vasd=124mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft; Max Horz Cat.11;Exp B;End.,GCpi=0.18;C-C Exterior(2); Plate Increase=1.25 2 = -31(LC 23) cantilever left and right exposed;end vertical left Uniform Loads(plf) Max Uplift exposed;Lumber DOL=1.60 plate grip DOL=1.60 Vert:1-7=-60,7-13=-60,2-12=-14 2 = -660 LC 4 3) Truss designed for wind loads in the plane of the Concentrated Loads(lb) 12 = -660(LC 5) truss only. For studs exposed to wind(normal to the Vert:3=36(B)11=36(B)15=1(B)23=32(B)24=1(B) Max Grav face),see Standard Industry Gable End Details as 25=1(B)26=1(B)27=1(B)28=1(B)29=1(B) applicable,or consult qualified building designer as 30=32(B) 2 = 926(LC 27) q 9 9 12 = 925(LC 26) per ANSIITPI 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. TOP CHORD 6)Gable studs spaced at 2-0-0 oc. 2-3=-1345f786,34=-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 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 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 anhg-Flx rt,ugnrret..a,7dm i1L:13y'srdu;ncau stwssauomcns rmeu;u,rY1i[eeosros+9rte,o.Wrftp'-'--.:aI'd Wi�ssrns1-CnpD-41MWn,snmrr.rats FILE rdc—tsmt,M,.;,.u,,s,wt.-,,,'hi r.,m In.mC WT!ttr r�n,ssidl is eseria,a,TM1,1"dkkrI,asg:scr hy..{in,5podgh1m te at iedu R IF rq-MngWdas rnh:si,adnga;wag,npmd,`.tr d;a,ing,dtlaray,I-rged narinW?,,krNr,ryehs9,a:.or¢sa,Liq mC'e,;'.t'VIr .1a,dn:,T—I-q k0q lsae,,,p.,uug d a o.,R.t<t e.,d,r,n,rud spro„n:kttr<go:, ,ha„te,dd6,rc a,ixar a,W s�:,rsgsa:.r M-1.Bt,n:s aa,rnatei e:u-e6,r.-.Nigm,1q,0,rt.a,u::m�tsi tm.,iseai h et„is„rwmrst Anthony T.Tornbo III,P.E. ' 9,uv etu =80083 w pace6medu.saerlasd,dhec tnn ntSxpsC'mn[p:dfwesdaelsnrq rsaseasterytd„xap0prar:hlrr❑;nr1GAm,dn,rd ds p9dpd,r,.iFFli S,a@ensrnsSLh„ns trnesdmna;g:,,w;Ta,s k:iphi„wouas,ead,dnu,slat 4451 St.Lucie Blvd. ac.,st i,htt1lr,;unmegedgr,a nCu h,lrxt¢s mdM.In Gan 6eslu h1oa,is['Iaeixhy Oetlg t,ttiwts 4,les htetu d tq Niltrzp.SII arndotd Mc.m a 05,a a1riL Copyright 02016 Ad RoolTmms-Arthony L Tanbo ill,F.6 Reprodurfiw.I this d.—W,inony IN.,is pmhibbed whhoo the w intn ptrmissice Gem Ad Roof hoss:s-kifiny L lanhn fll;F.I. Fort Pierce,FL 34946 [XRMSCMB2Ll5X8 Truss Truss Type Qty �Job A0159064 CO2 COMMON 2 o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Aug 16 20W Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Wed Nov 15 16:43:51 2017 Page 1 ID:ld_OOXyyT61Bi TXoljwHHiefvK-Q2WwBDZxtUghWmJPWatPPX5U1KFMiQTWKixuWlyluVe 1�-0 5-2-9 9-8-0 14-1-7 19-4-0 20 8-0 1 4-0 5 2-9 4-5-7 4-5-7 5-2-9 TON 4x4= Dead Load Defl.=1/8 in 4 6.00 12 1.5x4� 3 5 1 � - 8 6T-I m z 217Iv 1 8 3x4= 5x8= 3x4= 9-8-0 19 4-0 9-8-0 9-8-0 Plate Offsets(X Y) [2'0 2 0 Edge] [6:0-2-0 Edge] [8:0-4-0 0-3-0] LOADING(pso SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.11 8-14 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.24 8-14 >955 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(TL) 0.03 6 n/a n/a BCDL 7.0 Code FBC2014/TP12007 Matrix-MSH Weight:87 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- 5)'This truss has been designed for a live load of TOP CHORD 20.Opsf on the bottom chord in all areas where a Structural wood sheathing directly applied or 5-2-3 oc rectangle 3-6-0 tall by 2-0-0 wide will fit between the purlins. bottom chord and any other members. BOT CHORD 6)Provide mechanical connection(by others)of truss Rigid ceiling directly applied or 7-9-6 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 quide. 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=-1240/786,3-4=-928/593, 4-5=-928/593,5-6=-12401786 BOT CHORD 2-8=-563/1049,6-8=-566/1051 WEBS 4-8=-282/496,5-8=-374/373, 3-8=-374/373 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. 9nr6f-flat nwnwrreM.C+e'LI IO;FfIDL5�SC�Ei'ja([3}lf!➢56L7iVII1c4fC1?CYilOfiiltlf[;3if(eY'.kl'(un(erfi(Cesip�eensn{rne 4tneis rnnCniptrrter�IOCjm!&knnr(�luk 6:r'_Ietr:n.�IW!tdne ni Fe4no4mrceCEMeRe Re.edr kTeuca�tyhus sls7k�lExS<[Shksd�IssUnsO:r%kraez[u,',KasLT kµv:ed:szlnmpiD;sgmmsmsegcxsdns rrdcsnulu�xsiq snKa:dtlrtrlsingAOe mdetm;lgv�ndelaCnry,ulo rrtl.Trtt+p naefan,4etii mlCns,urtshter Anthony T.Tombo III,P.E. W n:el hsTms 6rmiritky(s Be......irldde d.ur,ea une?s edemdgexnn:rnllmt o:u;n,meR mdeddhe Q;,het!(nl to hulb:lligsoL nlRi4.iSe enmddtielahal wlfidl.udhe inss:M+eglndag:dwep,uslrEtl.i+iFwr ndikhnstmudrryd =80083 ' 6s47fmrUnigvueksCrin.laednuleauClU7ne9xpseiuse.lpidaesdtlekilfgGgrcnlSdegdhisdem1151)idG.hlirRnlSWmideeaeeMiwrdpilms.TFFliBnes@ertsrns�Ti5anlAtie:dlehns0:fr,es,isml�:m�.p<soitns:un.(e wdns 4451 St.LudeBlvd. ehmaskh Ahe(xamgsadgnuncarydrygn lmh4.In fr..Dn.1.1-is 1111,Wki NIIMI.T-Stem GNee!0.nJ1,'1114:(l alodeel tns:mss ednelal/ll. Fort Pierce,FL 34946 fopyrig61.2016 Ad AnITmsms-ArihooyLlambo 111,P.L Reptodumiae ofthis dwumeet,inooyhim,is pmhi6ited withoutt6e nfien permission hem A-1 Raof losses-Art6ony f.km9e III:P.E. --] Job ss Truss Type (1 PI tY Y XRMSCMB2L15X8 [CO3 COMMON 1 1 A0159065 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Aug 16 2017'Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Wed Nov 15 16:43:52 2017 Page 1 I D:Id_OOXyyT6lBi—TXo1jwHHzefvK-vE41PYaZeoyY8wub4HOeykdeXjZBRtifYMhR2TyluVb -1-4-0 5-2-9 9-8-0 14-1-7 18-11-14 1-4-0 5-2-9 4-5-7 1 4-5-7 4-10-7 4x4= Dead Load Defl.=118 in 4 6.00 12 1.5x4-Z�, 1.5x4 i 3 5 1 � 2 1 m 7 3x4= 5xB= 4x4= 9-8-0 18-11-14 9-8-0 9-3-14 Plate Offsets(X,Y)— [2:0-2-0,Edge),[6:0-0-0,0-0-14),[7:0-4-0 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 0.34 Vert(LL) -0.12 7-10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.26 7-10 >866 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 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 y WEBS 2x4 SP No.3 chord live load nonconcurrent with an other live BRACING- loads. TOP CHORD 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. Rigid ceiling directly applied or 7-5-11 oc bracing. 6)Provide mechanical connection(by others)of truss 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. LOAD CASE(S) REACTIONS. (lb/size) 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) Max Uplift 6 = -448(LC 5) 2 = -593(LC 4) Max Grav 6 = 754(LC 9) 2 = 866(LC 10) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1240/782,3-4=-928/589, 4-5=-927/588,5-6=-1238/776 BOTCHORD 2-7=-613/1046,6-7=-605/1044 WEBS 4-7=-277/495,5-7=-372/364, 3-7=-375/373 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)Plates checked for a plus or minus 0 degree rotation about its center. I r.,n3-rlse,n.,.porn,..n,•r 110 Hess;srliu;nests[aria:oee!neesoreu4[urtnueRaraare;�npaz naW do ,aro:m„h,!p,cn.p[pn;;wa,e r rtst,m:ri[e.,,—swad„re.ed,nnn.n,re,r.,a,to.nitI �aann,�p�,au,pa,sa,d ;a ap,mpg[rnr�r,v�dampurre,r,m�nntoonryntetni xt, ,, iwti na AnthonyT.Tombo11I,P.E. =8Luci3e 81vd. 4451 St.Luci Fort Pierce,FL 34946 (oppig6t�PQl6 A I i.ofimsms-AmhonyLTan5oll6 P.F.Rep,odonian olt6is datumBay in ony krm,is prohili[zdwohou[ide.rinanpermissiaa lre�s A-I iaofTrnsta-Anihnny T.T;mho III;P.F. 1 Job Truss Truss Type Oty Ply XRMSCM82L15X8 C04GE GABLE 1 1 A0159066 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Aug 16 2017 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Wed Nov 15 16:43:53 2017 Page 1 ID:Id 5-- 3 O OX-yyTI`6 1Bi_TXo61-j8w-0H HzefvK-NRe gcubBP64P14Tne?vtVyAIT7vOAF3pnOR?avyluVa 4 12 3, 7610-3 19&2 25'�1-8 6-113 0--8 6.00 12 46 Dead Load Defl.=3/16 in 6 7 3x4 ST3 j3x4 T "4x4 6 S W42 33 10 9 0 g 6x8= 2x4 11 1 _ 5 'I v "1 2 14 13 31 12 3x4 3x4= 2x4 11 = 3x8= 19-4-0 9-8-13 18-9-12 180-tr2-1 '25116-7-8-8 I 9-8-13 9.0-15 I 0-4-14 Plate Offsets(X,Y)— [2:0-2-0,Edge],[5:0-2-0,0-0-12],[6:0-1-15,0-M],[7:0-3-6,0-2-4],[7:0-0-14,0-1-12],[8:Edge,0-1-12],[9:0-2-0,0-1-0],[11:0-2-12,0-3-4],[12:0-2-0,0-0-4], [16:0-1-10 0-0-121 [20:0-1-10 0-0-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.08 9-10 >940 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0,35 12-14 >645 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.57 Horz(TL) 0.02 12 n/a n/a' BCDL 7.0 Code FBC20141TPI2007 Matrix-MSH Weight:188 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 NOTES- BOT CHORD 2x4 SP No.2*Except* 1)Unbalanced roof live loads have been considered' B3:2x4 SP No.3 for this design. WEBS 2x4 SP No.3 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) OTHERS 2x4 SP No.3 Vasd=124mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft; BRACING- Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); TOP CHORD cantilever left and right exposed;end vertical left Structural wood sheathing directly applied or 4-10-11 oc exposed;porch right exposed;Lumber DOL=1.60 puriins, except end verticals. plate grip DOL=1.60 BOT CHORD 3) Truss designed for wind loads in the plane of the Rigid ceiling directly applied or 6-0-0 oc bracing. truss only. For studs exposed to wind(normal to the; WEBS face),see Standard Industry Gable End Details as 1 Row at midpt 11-14 applicable,or consult qualified building designer as MiTek recommends that Stabilizers and required per ANSIfrPI 1. cross bracing be installed during truss erection,in 4)All plates are 1.5x4 MT20 unless otherwise accordance with Stabilizer Installationguide. indicated. 5)Plates checked for a plus or minus 0 degree REACTIONS.All bearings 0-3-8 except Qt=length) rotation about its center. 2=0-7-10,12=0-2-12. 6)Gable studs spaced at 2-0-0 oc. (lb)-Max Horz 7)This truss has been designed for a 10.0 psf bottom 2=466(LC 4) chord live load nonconcurrent with any other live Max Uplift loads. ,I All uplift 100 lb or less atjoint(s) 8)'This truss has been designed for a live load of except 2=-491(LC 4),12=-186(LC 5), 20.Opsf on the bottom chord in all areas where a 9=-261(LC 4),10=-849(LC 5) rectangle 3-6-0 tall by 2-0-0 wide will fit between the' Max Grav bottom chord and any other members,with BCDL= All reactions 250 lb or less at joint(s) 7.Opsf. except 2=807(LC 10),12=879(LC 9), 9)Provide mechanical connection(by others)of truss 9=271(LC 12),10=605(LC 3) to bearing plate atjoint(s)12. 10)Provide mechanical connection(by others)of truss FORCES. (Ib) to bearing plate capable of withstanding 491 lb uplift at Max.Comp./Max.Ten.-All forces 250(lb)or less except joint 2,186 lb uplift at joint 12,261 lb uplift at joint 9 when shown. and 849 lb uplift at joint 10. TOP CHORD 2-3=-1191/628,3-4=-797/350, 4-5=-642/365,5-6=89/306,7-8=-171/281 LOAD CASE(S) BOT CHORD Standard 2-14=-876/1120,11-12=-764/217, 6-11=-522/397 WEBS 3-14=-526/528,5-14=01293, 11-14=-515/679,5-11=-771/631, 8-11=-276/371 1 vrtng-fltnsM1m.gOtrnier Cu'LI IQQf RQRBfSrlO r;rCjtt 19YS 6:bMCll�aS(Q{i0Y1-rUf3l llLtiQ6lEP'.YfMrlunlriftle:ip lc�9nsMnrl n'SsuGtlnst CesipOrtrul�IQ4Joa16e 1rlfnr l:lwMG:lt.l[Iens Shs!lelve nv Ceien e'lmise cAelmRe lEQ.nif Ih1t'tna 3r llrhl skltkrte{4tS<ICC4krdi lsrUethtup hgnte{rt,SiemPtOlin:?,Oe:slnmt Rki tgmw®rcr}anduetnts:;vin�rnr•prnr�4a •;nr tay.dM1e snlleTm;ala�nrnmanll,ntnrnt ik htgs nirnKies,yaw ml0nc sv45F.v1 Anthony T.Tombo III,P.E. al neelh.LntbmhaSrfbMmprie,la/dd Ortn,CeCmels rAsrtcti yetn qt 4df9g0n:ge,oex uAt�dlfruLMlt[nlhlnllclliq[d!ai Rll nern:n Ie.fit iQQn/a1 fitY.0 dMe T—:adtf4k d.,.smep,h0AM6t h Adih ezmintngdtd I 180083 M1sh:IfgQtil}eral6ffirtln.CQatusP.rrtuIhlOCn/$zpkr[nnlp:e:fin[I14hQd'gGcpenlSahhlANartim(1(S91dE,ktlljlPnOSXAnIdnnMfs[taadpi/eer.irFltefi[s9ingns?elthnulhfirsaf>:InSiQ:i�tt,lmsQe:m: tenilntsYa:,n n,otless., 4451St.LucieBlvd. snttrns iefadxscannlspedgnle snei?h,rlr tix•nFiti tarnnon.ntrg�ne_Tn<uaugor:ipx;nutn<.Intr O>•tc dnJso,u .aQ nlndaelsa.nt rs admes0sl. Fort Pierce,FL 34946 (oppighl D 2016 A4 loaf Tsusses-"ooy P.lombo!ll,P.E.Repoeoaiaa of this Am oaamr hoof form,is piohilheri r6houlshe miners permissiaa from A-1 Raof Win-AQrhoayT.lemin Rl,P.L 1. Job Truss Truss Type Oty Ply XRMSCMB2L15X8 C05 ROOF SPECIAL 1 1 LbA0159067 Reference(optional) At Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Aug 16 2017 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Wed Nov 15 16:43:53 2017 Page 1 ID:ld OOXyyT61Bi—TXoljwHHzefvK-NRegcubBP64P14Tne?vtVyAmj7v3ABkpnOR?avyluVa 11-0-Q 5-7-12 12-10-3 19-0-0 25-11-8 '1 5-7-12 7-2-7 6-1-13 ' 6-11-8 6.00 F12 5x6 II Dead Load Defl.=1/8 in 5 6 5x6- 34 II 4 7T x r W4 BA 1.5x4 3 9 8 2 3 7x6 11 3x4= o v m 2 eI 1 12 11 5x8= 1.5x4 11 3x4= 19-4-0 i 10-0-0 18-9-12 1&11r2 25-11-8 16-0-o 8-9-12 a ea-e 0-4-14 Plate Offsets(X,Y)— [2:0-2-0,Edge],[4:0-2-8,0-3-0],[6:0-1-15,0-0-0],[6:0-3-0,Edge],[10:0-1-8,0-5-8],[11:0-2-0,0-0-12],[12:0-4-0,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.09 8-9 >909 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.29 11-12 >791 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(TL) 0.02 11 n/a n/a BCDL 7.0 Code FBC2014/TP12007 Matrix-MSH Weight:152 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* Vasd=124mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft; 133:2x4 SP No.3 Cat.11;Ex Encl. i 2 WEBS 2x4 SP No.3 p B; GC p=0.18-C-C Exterior(2); BRACING- cantilever left and right exposed;end vertical left TOP CHORD exposed;porch right exposed;Lumber DOL=1.60 Structural wood sheathing directly applied or 5-2-1 oc plate grip cheDOLcked pudins, except end verticals. rotation Plates checked for a plus or minus 0 degree BOT CHORD rotation about its center. Rigid ceiling directly applied or 6-0-0 oc bracing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live MiTek recommends that Stabilizers and required loads. cross bracing be installed during truss erection,in 5)'This truss has been designed for a live load of accordance with Stabilizer Installation ouide. 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the REACTIONS.All bearings 0-3-8 except at--length) bottom chord and any other members. 2=0-7-10,11=0-2-12. 6)Provide mechanical connection(by others)of truss (lb)-Max Harz to bearing plate at joint(s)11. 2=466(LC 4) 7)Provide mechanical connection(by others)of truss Max Uplift to bearing plate capable of withstanding 492 lb uplift at All uplift 100 lb or less at joint(s) joint 2,118 lb uplift at joint 11,257 lb uplift at joint 8 except 2=-492(LC 4),11=-118(LC 5), and 920 lb uplift at joint 9. 8=-257(LC 4),9=-920(LC 5) Max Grav All reactions 250 lb or less at joint(s) LOAD CASE(S) 8 except 2=791(LC 10),11=803(LC 9), Standard 9=646(LC 3) FORCES. (Ib) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1101/592,3-4=-725/356, 4-5=-59/303,5-6=-242/389,6-7=-255/349, 7-8=-306/338 BOT CHORD 2-12=-832/1030,10-11=-750/147, 5-10=-638/462,9-10=-343/371 WEBS 3-12=-505/504,4-12=0/281, 10-12=-504/626,4-10=-775/624, 5-8=-444/400 NOTES- 1)Unbalanced roof live loads have been considered for this design. v zhr-rsms nn..Ssryn0.6e'1-1ta:;nOs<cluuu,stsau RMSr 10%OmaaS CUSTOM!Is7:ntsteavJNui%rma rnfi rErT -ensnendwtsn :rmto<rys onrmtpa;;w,auttmnJ r.tKh c:rc.r tns'ewtdnt w_e<irnaen.in ndd.,ne mo.nil gQsirnn lUltnellknet farlt;aanlerd:t lfelnss6:sgx htAee ii e,'.pe:ntry Grim?neselnmrrG eelmmsnecgtrednepkssdnlagnnnlrpptaediklr far ntlesyndme tieirttfei®�nlxtwnp.min ml.r hnry naarnl unnt minncswna:at Anthony T.Tombo Ell,P.E. sN ne el[r imsfr eul teitAxl is neinrnsi�lerd40+ee,aaC..eitadlnuei Astn n:klfel Ra'Re,hne udenflne MetleM(ullx lnta.'.Ifquf±al in I.Rx t�:nddtieRO ui nt fieMnrdtle iwn;-nC+t�h_sdw.dnge,usLr[a�ni F.n>j sidlhkrtsrosiidGld =80083 ' nrGlfgCe£genlha4nn.tfiMessntd"vGelMul rnCniulrytiannhilfyf��aeS4lydnxeGallS9r� 11riPnlS74netelernfbrmdpMree.Rle4nnftengnwonaetltitdpluti0.ie;imn0firyhxuenilrtnYmhOnn,nlm 44515t.Lucie Blvd. me.:e r ahe;nnonrynaepetl.a ndirrUnwel:ilhtn;soGahUe riscirnar:dugwn ,nlmIS'n.hr.e guy k414l ,1111- Fort Pierce,FL 34946 Copyright02QId 44 R3o1Losin-AaTbany E.lambo:'II,F.E.Reprodoalan of this doromem,in any farm,is prob30e1 witbourde wsinen pemissian from 4.1 Raofl Usses-"any L 10m50 III;P.E. • i rXRMSCMB2L15X8 --7 russ Truss Type Qh Ply A0159068 CA Comer Jack 8 1 Job Reference o tiorial Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Aug 16 2017 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Wed Nov 15 16:43:54 2017 Page 1 ID:ld_OOXyyT6IBi TXoljwHHzefvK-rdC3gEcpAPCGNE2_BiQ619j1QXPWvgEyOgAY7MyluVZ -1-4-0 0-11-11 1-4-0 0-11-11 ii 3 6.00 12 2 B1 T1 2x4= i 0-11-11 I J 0-11-11 LOADING(psf) SPACING- 2-0-0 CS I. 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 244/190 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 FBC2014/TP12007 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 Structural wood sheathing directly applied or 0-11-11 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 quide. 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) j 2 = -274(LC 4) 4 = -24(LC 10) Max Grav 3 = 25(LC 6) 2 = 206(LC 10) 4 = 54(LC 4) f FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. I 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 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 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. a°,!y-n,°nm.�¢nn.n•ino:tmss�;�uu:r,ar3n![!xssemm�rvnsro�-tct�i!ceea:[tasuermerrtaraapN,-.an+.Kn+twm++m:rn„e+dr+rme.ar(me;o�mt+°mrl:r�sse:rt.u!sn,svrsd.+.!+.e�iFnc.+.n+rn!rmn+lco...y WT,t°ree,l7a,s,MkuetlxZ,iDCte1<edL lseirmsD:s Eye;e{rt,Stem&r!+S�a4ee!xlnffl[,!gnues®,eermndorntntaued mgrn!a7+cgnr+kdt,.6!�+kq amemiM im.rya�nrclA6uq.ainlFn:I'xttsq+rinert,s!.V'ur mita+s.mnitol. Anthony T.Tombo III,P.E. mined NtTm,Jamlt,Dlin1,A,.si.sirtdrdd0.nr,CeC.,eV,vA+,ud,p2nne W!°l0e;ye,ane adeddty oLAe l!(d,a ail b=lGelsdea/irlL lh gimddli,IDD nl,ry feNn,dA,tins,hMtgk+dw.,Mep,hdcRtia.nekn,l,idihh.!lmld =80083 ' It,Vital Nuperm!Orace..lD,dtsut,d-.M-iDOntn,lassmmtrywndtihAhlCrt-1SA1tl*-1.3NpW*1it!F-1 A—la. M;.adp!doe.1111Me!sn,rts.wrin.16,Wdwln!s0:s7almsoe! 445!St.Lucie Blvd. ,A°.a,idodlrc(xAM,gedep,unenhal ra•'ninA!dlt,fn.Dd.Illa.ltA ill,Wilt;Dtellas,.l,nsS!M Gpa.dfly kift All alodasit.as.,"Abut airll. it Fort Pierce,FL 34946 foppight02016 A-I Rooffmses-Aethoay L lombo!!1,P.F.Reptodedioc olihis dommeat,io ooyform,isprohaoxd,rA6om rho-rrinenpirmissianhom A-1 RcofTmsses-AsdhooyLTomho!lI;P.E. i I ;;;;JCJ3 ussTruss Type Q pl ty Y Comer Jack 4 1 A0159M9 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Aug 16 2017 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Wed Nov 15 16:43:54 2017 Pagel ID:ld 0OXyyT61Bi_TXoljwHHzefvK-rdC3gEcpAPCGNE2 BiQ619jiQXOBvgEyOgAY7MyluVZ -1-0-0 2-11-11 1 4-0 2-11-11 3 Ci 6.00 12 0 0 1 n 2 81 A 4 1 e• ri• o• 2x4 2-11-11 2-11-11 Plate Offsets(X,Y)— (2:0-4-4 0-0-4) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 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 SP No.2 6)Provide mechanical connection b others of truss BOT CHORD 2x4 SP No.2 ( y ) BRACING- 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. BOT CHORD LOAD CASE(S) Rigid ceiling directly applied or 10-0-0 oc bracing. Standard 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 = 212/0-8-0 (min.0-1-8) 4 = 23/Mechanical Max Horz 2 = 200(LC 4) 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) 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. tv.,np-nos,nr,gsyrt,...n:'r--oast tlnsca;x��assu stsai a cssuinn ranou;urnu¢e7a's[e>atet'ro,n t��,m y,:snr rta rrt!�,a�:,rrt„r<,yren;ypnc;maa en.,,q r.rcelr m:ri.lrt�M,ssmnrw,,,.e,ir:,�n.�H nnv�e.«o...ir rLTrt,ramer pars sse711erseifane irgp!<,dt As.Uns gmee Fyana[i.e.lieu.rr GpK:ane snlnsprgg rgmrGs®agnardtx inh:suad ngo4rus rc>smnrs.ktr lmpd4sng'alm:fq��nsklr0u¢,nlnlnl.Iki¢y.wn�:sef,ler'asmhus.uml,sr Anthony T.Tombo III,P.E. r:/rss d Itr'rm fr mr trL'cq i,nr u,ynslsles d(a gar,h C.r.',rAmbel qrt n ns 4s1[.mlCngn,n ne nxkq d6, &e Ib:olio Mil L:ILq rdaalRl1.rh enmd d5r rgeQl ecfield ru E nr rmx'sdNur Fudq.,ken,ussd:eow ne F.nos sed'/ete rtsyrtsiiAdtJ nr�u�c ci[ra.m.In mmsvmn�T�..l erom<;rdr„.na raa:g6 �istntm ara,;hwrhs6nrr rtaswnrar,�nmr apv�.ntt�rnnrnyn�wr,olaMsan:Tnsg gr,Tms4[ .I:nnlTnnenn�nn,.,gs 4451 St883 Lu�cleBlvd. mn.arnt�ohr;owe.pnagrtnneat%eirrmna„i,Ktarro>,ass:utq�o�sl-rmt,:unlumpxr;nuersrnr,hp�ra!mrl,ulw.:gmodraormatrd:ms. Fort Pierce,FL 34946 Copyright 02016 Ad ioofTresses-Anthony T.Trmbe ill,P.E.Beprdoninn of this document,inony form,is pnhilhadwacut the arisen permission hom A-I KniTrossm-Arihony L Tombe III,P.E. Job Truss Truss Type City �Ply XRMSCMB2L15X8 HJ2 DIAGONAL HIP GIRDER 2 1 A0159070 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Aug 16 2017 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Wed Nov 1516:43:55 2017 Page 1 I D:ld_OOXyyT6l Bi_TXol jwHHzefvK-JpmR1 acSxjK7?NdAIOxLaN F9CxigeHU5FKw5foyluVY 1-10-10 2-9-3 1-10-10 2-9-3 3 4.24 12 8 o�? 2 1 0 Bl S 9 4 1 � � o• e. 2x4 1k 2-9-3 I , 2-9-3 Plate Offsets(X Y)— [2:0-1-9 0-1-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 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/TPI2007 Matrix-MP Weight:12 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 2-9-3 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 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 14-9,and 139 lb down and 97 lb up at 14-9 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 14-9, 3 = 21/Mechanical on bottom chord. The design/selection of such 2 = 20810-10-7 (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. (lb) Vert:8=55(F=28,13=28)9=45(F=23,13=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.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/fPI 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. v,.,ot-n�ana irn�..s,•ing,tnusc�;�r,;u;:nautansscmomrnrnmy-remure�a;tcsu;rremraar�m aM:.K,niate,nr,mn�a6acn.yP ;n+m:aenrr.Carla�,Fib,nnswen.a.tiaianna.jnr,�ine,rco.aatl wtan.amagm,sink,saws,t[sos<,ati,.rmsonahl a(,s1,erns ;ees�n�masgmm,n,cmaedmE�au�adea�,aa�mynn traaias4de.myatm:tg�inaerny.niatnl.r:ek +;ao ,+.!a�mtva:,msf:g. Anthony T.TomtroRl,P.E. nlaxd2;isnsta nrhig is Re,npnulu„Ihs O.,a,tr.grni,aAauslgsxufis tNlmr gnga,h3e nahndli,R(,rt,Itt dtie M.elh:I&gals alit14.1k gpanl Jfia Ngu/nlf.N.sedtls lms;kMagksds3.ssege.oad:eonaitmy Usti ittlx rtspesiid,�d s80083 ' C,U!6lgssipusaiGshetla.Igealus0aa1uILlUCnl9xlsaeisnnlRet nditt.ufgGepealShhldnzetiwM16f!rdfih11.1"adSiGerselaens/br{xrdpgw.IPFledmssBsngnsdiRrsniktssd�luss0:sips,hassrfi!ntynanilnsstlashtlneynkss 4451 St.Lucie Blvd. e�,n:«rcmlks:ana!agaagnu.ieRgatwaianhd.tkrn:s6ken�l®wnF:ImUusyoa!q,,aun;spna[a[�c nagtsatq.m,godaN!a::mnaes,dsmLf Fort Pierce,FL 34946 (opyrig6t-2016 A I hd Lssn-k6ay T.Ianbo III,F.I.6epsedoaiw of thisdocomeet,in enyform,it pro63aed xahootibe minen pesaissiee ho;a kl Yao(Lasses-Aetbooy 1.Tambo lll;P.E. I Job Truss Truss Type Qty Ply XRMSCMB2L15X8 HJ5 Diagonal Hip Girder 2 1 A0159071 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Aug 16 2017 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Wed Nov 15 16:43:55 2017 Page 1 I D:ld_OOXyyT61 Bi—TXoliwHHzefvK-JpmR t acSxjK7?NdAIQxLaN F5jxcdeEW5FKw5foyluVY 1-10-10 3-1-9 7-1-3 1-10-10 3-1-9 3-11-10 4 4.24 12 1.5x4:::: 11 3 o � rD N 10 CV 2 12 13 6 6 6. 4x4= 3x4=5 713 7-1-3 Plate Offsets(X,Y)— (2:0-1-4 Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.18 6-9 >471 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.62 Vert(TL) 0.15 6-9 >546 240 BCLL 0.0 Rep Stress Incr NO WB 0.25 Horz(TL) -0.01 5 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 Matrix-MP Weight:31 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 2)Plates checked for a plus or minus 0 degree WEBS BOB CHORD 2x4 SP No.2 rotation about its center. BRACING- 2x4 SP No.3 3)This truss has been designed for a 10.0 psf bottom TOP CHORD chord live load nonconcurrent with any other live Structural wood sheathing directly applied or 6-0-0 oc loads. purlins. 4) This truss has been designed for a live load of BOT CHORD 20.Opsf on the bottom chord in all areas where a Rigid ceiling directly applied or 5-1-4 oc bracing. rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. MiTek recommends that Stabilizers and required 5)Refer to girder(s)for truss to truss connections. cross bracing be installed during truss erection,in 6)Provide mechanical connection(by others)of truss accordance with Stabilizer Installation guide. to bearing plate capable of withstanding 139 lb uplift at joint 4,705 lb uplift at joint 2 and 397 lb uplift at joint 5. REACTIONS. (lb/size) 7)Hanger(s)or other connection device(s)shall be 4 = 109/Mechanical 2 = 312/0-11-0 (min.0-1-8 provided sufficient to support concentrated load(s)135 lb down and 97 lb up at 1-4-9,135 lb down and 97 lb 5 = 120/Mechanical up at 1-4-9,and 162 lb down and 136 lb up at 4-2-8, Max Horz and 162 lb down and 136 lb up at 4-2-8 on top chord, 2 = 276(LC 4) and 138 lb down and 40 lb up at 1-4-9,138 lb down Max Uplift and 40 lb up at 1-4-9,and 9 lb down and 59 lb up at 4 = -139(LC 4) 4-2-8,and 9 lb down and 59 lb up at 4-2-8 on bottom 2 = -705(LC 4) chord. The design/selection of such connection 5 = -397(LC 5) device(s)is the responsibility of others. Max Grav 8)In the LOAD CASE(S)section,loads applied to the 4 = 136(LC 19) face of the truss are noted as front(F)or back(B). 2 = 359(LC 19) 5 = 136(LC 3) LOAD CASE(S) FORCES. (lb) Standard Max.Comp./Max.Ten.-All forces 250(lb)or less except 1 Dead+Roof Live(balanced):Lumber 1.25 when shown. Plate Increase=1.25 TOP CHORD Uniform Loads (PI 2-1 0=-4 1 61642,3-10=-414/648 Vert:1-4=-60,5-7=-14 BOT CHORD Concentrated Loads(lb) 2-12=827/452,12-13=-827/452, Vert:10=57(F=29,B=29)12=46(F=23,B=23) 6-13=-827/452 13=-9(F=-4,B=-4) WEBS 3-6=-468/856 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=42psf;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 m.nnp-N-6.4ilrre0.ik'11109E➢mSS'SL2611911 I(WS 6 rg%6IMlS iUtieYr{01ir1ll1E78YEV6Yfq'Irn leer hugpsa.hrs M rM ewes n Cl trns h!ileCrtrerPWjw!Ye Imwrl.rerte m;rt.lhnz V.?td n-bliss A—s¢IN n a,R9'ulr Mke lffaisss Ilk eseib,N M 1,1"91.IseUns6eaglqm¢¢I..11-Irry4Pu-_5!'td. IirSrgrt:ms®rcgtardnrpAs-'l"purigrzaceA64I,ftftvel0eshrle1-tpdNuWtogis It..:im UPI.rknMz:r>,rrs.!,,�ws„mpar Wtlr Gnlifd¢rr.N.s shi}ans L¢r1 vGq Ckrmi�nsg.i1s®YMeinnpsenlriailurrYNet7aC Cdxr.lcm,eetaruC:.irtensnsleeply�rNdnegde2mnk au:tkg.f6m_ryper-eaglSah,bhSlde nr¢slaebnoed;tCtSeg�rrlI6lsrk lt1f 1r.:lI"ian leIsSlS Gs>srlliegre sfNee=raefti4:r4 rl_".'tsh d eFry-inuele.dihrtelriC3Envelsetfi:lil ne CYrrnss,od.rer lnelsys:sssxgg¢e,,ensiserseern.eryi l+raeema sidni lses 9Yxnn.h:rena,n Anthony T.Tombo III,P.E. mnetlrs l -80083ki 4451 St.Lucie Blvd.Zt rncrtsiiehu11.1;rino0ipntgxi nsu lrrgptinlnYsN.In rnss Des:n bi�sr ss E4tle bdiut Uen�w,nLassSlYea Fr�:r dlel s:weg.mmtlldell l¢rsmrs adnN¢TFI.(epyrighr07016 A-IRodbosses-lrtheny T.Tombe III,P.E.RePsolar ian of this dammm,inrny form,is plohibil2d s dott stesnilren permission from A-I Raaf nssu-drthnny T.Tambr ill;P.I. Fort Pierce,FL 34946 Job Truss Truss Type Qty Ply A0159072 XRMSCMB2L15X8 J2 JACK-OPEN STRUCTURAL 9 1 L"Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Aug 16 2017 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Wed Nov 15 16:43:56 2017 Page 1 ID:ld_OOXyyT6lBi TXoljwHHzefvK-n?KpFwi4i1S_cXCMJ7Sa6aoNwL5vNkkFT_ffBEyluVX -1.4-0 2-0-0 1-4-0 2-0-0 3 6.00 12 2 T1 B1 , 1 A• 2x4= 4 2-0-0 2-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >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 FBC20141rP12007 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 uide. LOAD CASE(S) Standard REACTIONS. (lb/size) 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) I 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. vt,ar.n�s•nn„riirudneut•rara;tnesi2;ultr;riearuRxrscmuimntorcxS-roar;uuaa:€r�u:lrroe.ltmi�mra.�dntt.iniefitnntirt„rt,i�mr.�;ii�;v-0rmimarrruw¢rt.id�,rkrtd.tn,vin,eia.ir<rrtitantmo..di N'TA thrddwsidikueiiratrrekirmtrs.1-Dss atrtupdatmo Anthony T.Tombo III,P.E. W nedhsrmsfxmi piliad lsaeinptdalijd4 ane,GGntismaeruei gvtn he tntl Oxpe,iaaewdedd6r Rt.a+n(Nln lratbafgtrd•nifftd.ik tflmd d6rlDdteisi Him dat lms,k Knia,119.skge,inured ni kaar tikkk minsiiaaf d 380083 ' ntrr=rm3 @sig ei6rteart.I Mes sdrdk rCC nl ae rrtAttredptermndaele Sq[rop al Sa4lydmekw Ftr/el illtlfl niSW tnsda�rMiaedpl se lRii fix at sin 4lL swlk ksdR 4ns0 �x,iienk:ptynnnnnu7udeAna,vdm 4451 St.Lucie Blvd. ttiermskfasiitttaaceltpedgna n4xe it rtptixs itntrt lhrrrs Dt4nitranls i0rne rrJxg Uet�tta;xLmrr:tta G(a dttr N711ar.dllegndetl�ez.mts i�triotnt. i Fort Pierce,FL 34946 Cofyrig6;s 1p16 hd iaaiLosses-Atthoayi.fom6o 116P.E.Rtlnedatrim of this dotameai,in any farm,is pro6Ziied.6om she sditlen permission how A-I iaalLosses-Arlhairy T.Tamha lll;P.L 1 Job Truss Truss Type Qty Ply XRMSCMB2L15X8 J5 Jack-Open 4 1 A0159073 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Aug 16 2017 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Wed Nov 15 16:43:57 2017 Page 1 ID:Id 0OXyyT61Bi—TXolj vHHzefvK-FCuBSGeiTKarEhnYtrzpfoLTWkKX6B OiePCjgyluVW 1 4-0 5-0-12 — 5-0-12 3 6.00 12 ff 2 6- 6' 4 2x4= L 5-0-12 r 5-0-12 Plate Offsets(X,Y)— [2:0-4-4,0-0-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.11 4-7 >532 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.46 Vert(TL) 0.09 4-7 >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/TPI2007 Matrix-MP Weight:18 lb FT=Oa/ 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 230 lb uplift at BRACING- joint 3,475 lb uplift at joint 2 and 186 lb uplift at joint 4. TOP CHORD J P 1 P 1 Structural wood sheathing directly applied or 5-0-12 cc purlins. LOAD CASE(S) BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. Standard MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation quide. 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) 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.11;Exp B;Encl.,GCpi=0.18;C-C Extedor(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 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. tYmvg-Flex Ourr,!¢re.br Ltt'kl IOC;?laSc3�11t1�eEK3tf!.l@S 6 LItCIf106(:Y?OYj tLl;t)1EY6�9tEPul'EkI'6rn Errtr 6;yr µrunt vd red wht v"mot f:est:etipOvivgQPCjrcA nr lu�vrl.IkN R:rLlrtirvr SW!ldve.u.&Iru Plmisetclef n Ce Ita,nlr YT;issamurin+s svllk.seehr3:iceol<+df.lsrUns Oeun 6imuQ.e..SgemLry bpee4 ssesslnevElPP syrtsuhmrrrgherrdsil grdrsind n5neriyrrpv;J*�¢trftc iayadlEewgY rm:tya>•lnrnTdanlg,niarnt.r n:n a:.eft,l.rrrt<iw;umsror Anthony T.Tombo III,P.E. nt.idrat?mtxryuPdluYsrmgnta:Mde,c.n,e,o.:e,om�riydrnerange-an,hIlendrddnsn:ftranr�tRlaauyrr8niniE.mrpndaiirmnni:rndartdnrr,t;sarq�a3.tkyaaa,=a�nean,rtldrrasrtym4aa(d =80083 M1rt+7CegP:u7.Y llteeren.lPeCnsnMbreiP'.ed!kruslutedry:edgndtiin7gG�7¢eelShhldusRrooli l+lfi.heMt"nlS6Geenlrnuebei�:d�&eelrtleefirnftruyns3tennetwetiMimssP:vpn,?uss0•:grEereeevilrttsY><rsh{neyvbss 4451 St.Lucie Blvd. etlerxis:ielveeFr r(xaa!ryvdeµe b r!cr_Ir c1 grme pnlnd.16e Lest Des!p[egtsnr!s E79eta:Ylq Pesllen,nLaui?nn E+><.anrroar.y.,ul ryodnd!n.;or n ad.rd+mt. Fort Pierce,FL 34946 (opyrighi02P164.1 Rooflmsses-kibney 1.lambo III,P.F.Repredursin of this ioura"t,in anyfarm is prohibited meboutthesrrinen perwissioa from4d Ed hesses-Aatbooy L Tomb.lll;P.I. Job Truss Truss Type C PIY XRMSCMB2L15X8 T01GE Common Structural Gable 1 1 A0159074 Job Reference o ti I al Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Aug 16 2017 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Wed Nov 15 16:43:57 2017 Page 1 ID:Id_ i T OOXyyT61BXoljwHHzefvK-FCuBSGeiTKarEhnYtrzpfoLWFkPG69hOiePCjgyluVW 3-5-8 6-9-4 8-1-8 9-5-8 3-5-8 3-3-12 1 4 4 1 4-0 4x4= 6.00 12 2 1.5x4 11 1.5x4 11 3x4 3x4 1 3 T T 3x4 4 m 1.5x4 II n 5 Io 8 6 1.5x4 11 3x8= 7 5x6 1.5x4 11 I 3-5-8 6-94 6-1 1-0 8-1-8 3-5-8 3-3-12 0- -12 11-22- Plate Offsets(X Y)— [7.0-3-0 0-2-12] i 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 0.27 Vert(LL) 0.01 8-9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -0.01 8-9 ?999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 7 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 Matrix-MP Weight:49 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 3) Truss designed for wind loads in the plane of the BOT CHORD 2x4 SP No.2 truss only. For studs exposed to wind(normal to the WEBS 2x4 SP No.3 face),see Standard Industry Gable End Details as OTHERS 2x4 SP No.3 applicable,or consult qualified building designer as BRACING- per ANSIrrPl 1. TOP CHORD 4)Plates checked for a plus or minus 0 degree Structural wood sheathing directly applied or 6-0-0 oc rotation about its center. puriins, except end verticals. 5)Gable studs spaced at 2-0-0 cc. BOT CHORD 6)This truss has been designed for a 10.0 psf bottom Rigid ceiling directly applied or 6-0-0 oc bracing. chord live load nonconcurrent with any other live MiTek recommends that Stabilizers and required loads. cross bracing be installed during truss erection,in 7)*This truss has been designed for a live load of accordance with Stabilizer Installation uide. 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the REACTIONS. (lb/size) bottom chord and any other members. 9 = 209/0-3-8 (min.0-1-8) 8)Provide mechanical connection(by others)of truss 7 = 463/0-3-8 (min.0-1-8) to bearing plate capable of withstanding 436 lb uplift at Max Horz joint 9 and 841 lb uplift at joint 7. 9 = -147(LC 4) Max Uplift 9 = 436(LC 4) LOAD CASE(S) 7 = -841(LC 5) Standard Max Grav 9 = 225(LC 10) 7 = 478(LC 9) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-177/315,2-3=-195/327, 1-9=-217/343 BOTCHORD 7-8=-149/278 WEBS 3-8=-381/250,3-7=-376/496, 4-7=-167/312 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 Yeti+l-flan wtntllhrede.ru'IIIO:i IIEiEst'S.�'lfi rn[E3ll 19Nf 6 E7ifAItEIS(ifiOYy rAr;Yn[Ci�aiEPiYEiI'hm.INI luipp aawt wl tnl wkt nSis Gett Cniy Cwxur{IM';ml lh 4Cwr I:fceh 4^;If.lAsna SieRtAntu.klea Cle.in cthl m Re fCO,tdt Ihletwewr net sfa7kewtir Se irCYkrditstretr.+trace hEe;�ii.e.,;terEtW^ill:t�nsl i�'rgn,wettalter,ao,E4:vwil<tqusrnlmxasfid.aSelmpaee surk Tm:itr�lnoelDOnh.ntnmL rrhvp ni+�(exlnirzi Rtenncsm,Sary Anthony T.Tombo III,P.E. wr.seAr;ramhrall+ikryafi+:nintoietdd Onn,le Cndr exlarsN gesunt Msr�oa�e,het++a+ntrne0�9elxnEtm rrll��eigtNewe ml n.tp:nddtitmomta(eeutudatr..n:oargrn�,Y.ert.u,nren:ni hazi dtihkte2te,iiama -80063 ' mtri(goeupr,nttnet�aEnennes!tnalrto¢nl9"pwStneNrirt;rtnitttdEyte�tenlfa'egldnrs+danntsglaa:kzilllrwlSrfAeeianm+EMryadl+i/+ct.mlefi+nnengnuh'li.�anitrunaa:inaonga,lnttk;nhi<nnllnSftluAedntr:tJne 44S!St.Lucie Blvd. trinrluiekdhr(wnmsprdgnY ncn hdlr>•'.s wnkN.lk lnts Desiw Fepmuis Fttleuu�oetlgwynu+cfrats Qlmn o!etrEr.Yar.Ll arndeNnra;mnedrerlullt Fort Pierce,FL 34946 (oppight-V 7016 Ad RoalLusin-Aaihony L To.ho ill,P.E.Repradodi=dthis doro.eet,in any toe.,is plabliteiwdhoutshe widen pesmissim how A-I Raal frosses-AwhoayT.lonho III,P.I. • JANUARY 17, 2017 TYPICAL HIP/KING JACK CONNECTION STDTLOI CORNERSET GENERAL SPECIFICATIONS =` MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height _i 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 772409-1010 Nails @ TC &24" Strap w/ (6) 1 Od x 1.5" ea. end @ BC Attach End Jack's Attach Corner Jack's w/ (4) 16d Toe Nails @ TC w/(2) 16d Toe Nails @ TC & & (3) 16d Toe Nails @ BC BC (Typ) 0 l r` ttach Corner Jack's / (2) 16d Toe Nails @ TC & BC (Typ) __ ea>s�-!kasrircp:,iean.,k i-1I�C k7:.St:S1S134R-tikF!F45lt5tRln.+S(r"'�.�t'.3R3'd'tt6d?F�k'aixa.ia[}icualea9ntfdmdu4ta,�s7rvu hvgxv�q iTi;od'w7 i�ivaJL�as441.!t tdeaa:4eeHL n..,'.�.asmmKS cr:xe`-:'W.dj., i- � -..-.. IG'ri�ma!iaa s4eera;esMr¢ittxs¢.idin3st P'� use:rr, ,a2a a�,a�ic�q.xns.eR .eae+rx ua,a atept ate;ru t,e.�i i ror.-a a�io•�r.�w r�i ti,�,.�¢o;,�,,,saran r��tm;=y .'Anthony T.Tombo 111,Pc,�. miv�as:-i swc�k'a�¢. t!xsle_,IM7 ar w xtsa^�r^ei,a-,erne !^�sitte,d Ee c Ida&M 1:1,464 hxl aek nat i"sl T..P,4.dbl'fi elan'stl 4dv. .lNegfia€ea s ap .L`eaa rsnr:tdt b,h amid =800$3 . �. kta gL;roaN omrx td , vor do-n.i sadl<t�,aueicwa� l Ott tndit�t�„�taapdx,vu r a �dr..Ksa�u,€_tea,mec t st�mi�,eRic r. 0 ne., et�ilrat�,t:�r��.,aa�Ft�;ktsu ��r1.F:E:tnist�sy.tq>:Jnsa,ta!�;q lny.*, .mfi.fs:q�-:.<detn.�t�tiop,�rcd�mcryt�-isiL ,. 3451 St.!ttde Blvd..s - �• .. ra Perce,F,34945 -(s?pigSt�1101AA•TE¢mTltgssisA¢tdea�LTem5o I11,P.F[evedatliaa alh9dammant,;iaaay(araq is pr¢a:6i?edr`Lbmt;F.ai<i7ten.Paraassar,Lna AdFGcfLasse-AAraa¢yT-i�5t6'I;E.E. .. - ,. FEBRUARY 17,2017 ALTERNATE GABLE END BRACING DETAIL STDTL03 I ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD: HORIZONTAL BRACE 2XG DIAGONAL BRACE SPACED 48' (SEE SECTION A-A) O.C. ATTACHED TO VERTICAL WITH (4) - 16dINAILS, AND ATTACHED TO TRUSSSES @ BLOCKING WITH (5) - 10d COMMONS. 24' O.C. NAIL DIAGONAL BRACE TO i PURLIN WITH TWO 16d NAILS. A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. 2X4 PURLIN FASTENED TO FOUR FORT PIERCE,FL 34946 TRUSSES (WITH (2) - 16d NAILS 772-409-1010 \3' MAX. EACH. FASTEN PURLIN TO BLOCKING \ W/ (2) - 16d NAILS (MIND. PROVIDEI2X4 BLOCKING BETWEEN OIAG. BRACE THE TRUSSES SUPPORTING THE AT 1/3 POINTS \ sv' BRACE AND THE TWO TRUSSES ON IF NEEDED _ \ EITHER SIDE AS NOTED. TOENAIL BLOCKING, TO TRUSSES WITH (2) - 10d NAILS AT EACH ENO. ATTACH `, � CS) lOd COMMONI❑IAGONAL BRACE TO BLOCKING WITH WIRE NAILS. IT IS THE RESPO NSIBILITY OF THE BLDG. \ - 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 FROM Yam: tom,t Sp �_4, :, r•,. THE BRACING OF THE GABLE ENDS. r�� 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 STRUCTURAL OF THE STRUCTURAL GABLE AND FASTEN PER THE GABLE TRUSS FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME 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' O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). i 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 X VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. INLAYED STU❑ STRUCTU AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING GABLE TR MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. FfI NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. STANDARD GABLE / TRUSS i JULY 17, 2017 STANDARD PIGGYBACK TRUSS STDTL04 CONNECTION DETAIL � THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: ASCE 7-98,ASCE 7-02,ASCE 7-05,ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE ® CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN DRAWING FOR UPLIFTS. �i .............____._._ 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 772409-1010 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 FACE AND NAILED TO THE BASE TRUSS WITH FOUR(4)6d(1.5-X 0.099-)NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LBS.AT EACH 2'X 8'TEE-LOCK MULTI-USE CONNECTION PLATE.(MINIMUM OF 2 PLATES) ATTACH EACH PURLIN TO THE TOP CHORD OF THE BASE TRUSS. (PURLINS AND CONNECTION BY OTHERS) BASE TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24' D.C.) A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ..9-1-P.aeMwglsttaa"I1 f9CtIt7>SSs a':::l;S'�ISU.tags WkkCss[45iuv{f:: l[!X7#t!Cc�iE1'?zs,iat!d:4gpr. r;dsrtl miwu'a lna[:„1fC rgil48;adtx Fdlmtiemi{P:.lccw;t.C�iSdcit_?d:lr.>�crsrin5f11f.s+? . R'ei trptn.uSk 56.mtE0hka°.t t sF,piq ew k:rifim tkudac;Ai caywr. a#eFro+sswl:q+.w»tn�+.s+ataG Y&s+y d'w relk:rdt d:p'�i ea rs . eMx.➢e frtf nt•rt'sas..6dsim3smsai:� (� Anthony T.Lembo til,Q,E: •S&+N#Ah1 ebQ5 S553id)L !S 'dA C{.—ttNMt54 -d r-II+R:Yah!IY.s"ldt l.l:fad MI. (al(YdLAthsfIUAET{ S.1rtSji.rt.4ai NN"i5f 1f1 1SuL'Y# n$0083 :.' terea7-NFr.wd ioai�s i4tta aaa S.i-w'�e n:nn uap.Lmdir U:t,(ac�acSnrttttrsam'k'4 n03zfwiP ad&t srrtlrzcM4l ycd@°zca I%!aFals rs ttlpw:ess#(dn@A:k alK jm;iresi Lx p`.rued nsu 2rn f,aF.st 4451 St:.LLoe.6,Yd; . meta ztiA6ia(w*•i..r'#rfumarapy e+Pchsnh.d_d�1�nE tip.tir.sh gtaet.:LLattr,pe;w ln,s Snxa!ga�d g6NAw sllupalkro.afnFtM"s Mi. .. .. '. �.� .. spri.R'erce,FL 34414 '{appl�M9701€A-lReaf7te3su-Antcsesl.lt^kaAi,P.P,RrC:Jas;iaaeti�:sdotuReaGireAp{aat,±spiatibi:rd.'hoatt+cwria7enpnmusscatraaiA-II:�Tlessrs-Aerhaa.T.lemboll(P.L JULY 17, 2017 TRUSSED VALLEY SET DETAIL - SHEATHED STDTL05 •I GENERAL SPECIFICATIONS: o 1. NAIL SIZE=3'X 0.131'=10d I 2. WOOD SCREW=4.5'WS45 USP OR EQUIVALENT. s; 3. INSTALL SHEATHING TO TOP CHORD IOF BASE TRUSSES. �.: 4. INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND •� SECURE TO BASE TRUSSES AS PER DETAIL"A". .emu 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 II II 11 II 11 11 II 11 11 11 II II II 11 tl II �I jl 1 1 11 II II 11 11 11 II II II II II 11 II I 11 Ij II II II 11 11 11 II I I II II II II 1 I 11 11 II II II jl jl 11 II 11 11 I I II 11 II 11 II jl 1 I I 11 II II 11 �j it II 1j I 11 II II I VALLEY TRUSS �I BASE TRUSSES (TYPICAL) l P 12 VALLEY TRUSS GABLE END,COMMON (TYPICAL) TRUSS,OR GIRDER TRUSS i SEE DETAIL'A" BELOW(TYP.) TRUSS CRITERIA: SECURE VALLEY TRUSS WIND DESIGN PER ASCE 7-9j ASCE 7-02,ASCE 7-05:146 MPH W/ONE ROW OF 10d WIND DESIGN PER ASCE 7-101 170 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. I DETAIL A .• t.iq.%i!tnpi,-imi,tk'tat,J1T[Y„1j'SE::7`o.ATle ME 4100;rXi&5T3Ylib'$)9kC41R5rf[3 fm14Afisq7tt`.td`JSnW!aldrf"ti 9 Y%N1,1?i h"4im ri b id.!T 1.5ix?I.fill 1-e WA ii,w W-s iR omll z!m ei! ti•.1nm;*:tmisasNmdfarl�[nsera�is:Test:CpEy�ean(,Sras:lq&m+��l..dt,m;t[�rpll.�smn„lsrararapex!=rt�m�,qny+nealae.a„�d�wpi;�.is,�r"afmztpil�awrslTu_nj+n:��lady' z�s.�;. Pn.hoyTTorlbolI[;PE lcClu dSa[rmlxnf6zkututY jls¢su4Art/dt'.+t:zn Ik Ct4ti latCFCltl gedrt§Seta;«�."gc,e&!w.kdd'1x „�!0.1a1 E+k�tYfnj:ch p+if�l Tte ipp^aASsfm+�![atErsed�!kna:uJildtq» .Ree^r,.6:�lglrmdlas�s'a96i�lnw'ue.�lYa7; 800$3 - Ct[:..gHc nz[el vt.Rfi!vel usntmei r,aimrnTiiuna�iaGrasd ue&d(tn nalsamk.'n3�in 3xS:t,rtirs!dSpTP:eli[i1mrtermadbl gel�dmeta 367 tda 1H tyaa,C�'d:aacltMlafsli Imv fnx Yuei& rme�3lniNs u ri-!ss _•4i5i 5t Luce Blvd I Yn ntt.ts t(ut+la7ni aja!9 mm itr7plrtesm«tRe..TS�T?u6:x of�a;r li tTTr:lt4fiy3tprr.niMss Sy;fahgueeefmCai4t:;Li;>pzlliro[4 czenad�IIf7 I __. FortP�te FL 34946 -- ,Cmppr��p6t�_IUI6A�1 FcolTresxs-Rule+pLTaa�el�,P.E-iepaefSar�adtltit dn;ccetoe:+Ielm,is�s6"!i[rd ait6oc715tniaen pelmissi�frem A�I�Roe7lll:ssei�ds3,h:6_gi facEa[II,P.E.;, •'•'� •�'� -' - JULY 17, 2017 TRUSSED VALLEY SET DETAIL [7STDTL06 GENERAL SPECIFICATIONS: 1. NAIL SIZE=3'X 0.131'=10d 2. WOOD SCREW=3'WS3 USP OR EQUIVALENT. ®' 3. INSTALL VALLEY TRUSSES(24-O.C.MAXIMUM)AND SECURE PER DETAIL 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN ate: DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. A-i ROOF TRUSSES 6. NAILING DONE PER NDS-01. 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 II II II 11 11 II IIII 11 1 1 11 II II 11 11 II 11 II II 1 I 11 11 II II 11 11 II 11 11 11 II II 11 11 11 11 11 11 11 11 jl II 11 11 11 II 11 II i II I I I I II 11 II 11 11 11 11 11 II 1 11 Ij �I I� 11 11 II VALLEY TRUSS II II BASE TRUSSES (TYPICAL) II GABLE END,COMMON TRUSS,OR GIRDER p 1-2 VALLEY TRUSS TRUSS (TYPICAL) 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 11 BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE:1.60 ATTACH 2X4 CONTINUOUS#2 MAX TOP CHORD TOTAL LOAD=50 PSF SYP TO THE ROOF W/TWO USP MAX SPACING=24'O.C.(BASE AND VALLEY) WS3(1/4-X 3-)WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. INTO EACH BASE TRUSS. DETAIL A (NO SHEATHING)N.T.S. .... 'Pedef hls,'a<ga;rrf!I+a�'AiIBCi1M�S-i"5`,.11.6,3Wtill4t6l-4.1;;s?(Cis`Y�tJiUti7��91ti11'h!t Pab�.�P-�xc:o drrfu!rinbil�ID;.�x e.�n.k.cl�.k�;.Casa t�tEl�-x>Rdhivfp.�r„eb�i:r t�4ex`�+r t3t'.a;. - NSds-m'laRCestlxUkt.f:vfiR�kSe�sw+! IxisML7x$ (t Sp�3ilt!izuee'lxekdp pf9sfejlxYEs xe Te�mx$mpd<nu+il Prgtnu) �pwiEL.}Ie Ea bsayd trstll Rr b'd S?x`M xeN 1A,3lf dlvsltd;?w,,�a,.am „da.nn€:tj ,nthwlY T.Tom691D1,2.E, a1[silSU lstraq'k[3xaiT^s es7fkakxa'Es[ !!#:r�raisalm dn�x4eE 111lk�m,nt:to GO#eIL,Ik�m2 ds lsciled4al:Kaasfil.P.empaffiSml ctim+l3Me ¢ketm,.mkaal min T.3fac,bl:tacr,INaYJ st!lkY eNex:s,L;C �&0993 '., .51Luaui+ruaa.^F�Y,6?Au?t sdax64a1`^N Rya fir:4lendi4fFa': (faut.'s.M,#h*saoa'S:S,a3tisefY II.a4itUrefde�aN4:xdprs>.f.Ri f�fsMntpxcc'-:n dfazf dlel.IG gr,ka:is.ql :ien rdunf umr,>•.etr, st 4451 SE.Lucie Blvd. .. ale-. IGa9t.f(wr? t am4,N-E ••w'al.3ali F pfquni6`f5rj..�f.I tripe. Iris S;sza.�zyleitmltry.tEsgd.,ltrs.aff�€iaei �I.. _ s .(cpyng4tfa 20llAIFcalnasses•Aak. le..ha lli,Y.F:d.p,drDioe tlCisdaa¢eAt.ixanl tr+al,bpinl�h3ed s'r[+hoo3f~exfiaen pxls:ksioa kaarAlt,;SLcsses•Artboa}Llemhe tl6 Pl. .fart R'etcc fL 3<94fi JULY 17, 2017 TRUSSED VALLEY SET DETAIL STDTL07 HIGH WIND VELOCITY i I NOTE:.VALLEY STUD SPACING NOT TO EXCEED 48"O.C.SPACING. s A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE,FL 34946 772409-1010 i I I ,I ATTACH VALLEY TRUSSES TO LOWER TRUSSES WITH USP RT7 OR EQUIVALENT. i 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 I i 0 0 V, 00 FOR BEVELED BOTTOM CLIP MUST BE APPLIED TO `. CHORD,CLIP MAY BE APPLIED THIS FACE WHEN PITCH TO EITHER FACE. EXCEEDS 6/12(MAXIMUM 12112 PITCH) ::. .:.:' s'toH'°k+is�'•�6*i rt.+3+'.ri 4Af iT'S'u•SI`4.ia-i,fililatTEtgS t fG1GrtKxS(YSsdi tu�l';d?U�x11;>HFiT'�tt.4m!:i,•.p�xa�tw�s est:r�r.A w�s my Fr,+.P`�3•+RP"�jrsa ttv dtYra*i.te�a R,1E;d+ri+tt Si+dkm nr 6.rI,s�e.tii atr! qr 1W,w:"i Ci zilviar eajlCsc sn@lerstdbirie i[Ctxri ilsaT iT§!5 Sgaet t"at:Si+crclnfa�c!nn�atiera}:Dbrryrsl�c'smettgra�.red:p'.sti�agaeemYaNp r±ltt 9il sdde s:'age{iiss 6�paedwrel ma l I.7de ds�3r n;miriitt aTodrt�as v!c1l&y. Anthony T Tambo.IiI PE ��.� 2a!>'rda,ims+rrdtM'gn,4he vrlvsf�lttralaaC+wr_2rC.cx'saP.hvimigetl yr Er tmsxi{,�,bG�Baltbn{,b3(eddA lrrkkiticiuiraL`.P:I.PaRM!(€ftkt leR and ostf411afrlrGe >.vatFry u�up stvegs,�s,71�ke�hltiq seCatSa rssRvta htJai; 80063,'�". eSr_G^H{xsiiet z7(aevitt;d'iac rsds?6ik1 i'?xetttr icxrrA i+�frl:ms[d.�1.4..k:sg?nrm S +!kMmiiws'C.Sl;�M.k1 ii 71 nf5�dmlalrseaa9 Fan1 4zie.IFis�a+r fttrtsyaa•E—rse d6ndil�ss[a-ynr{rr.Fus�{y ru lvi urc Ahr`s'•ai irkrs ,.4451 5t'Wde Blvd - ' selrsaeiidtGieg ktA INi)1!['Ir:1A?1rd.:Tlt iSY,3d'.ki•Y`-b2'�t(L{'itLi�NlidN:4Tfl5i SrthA[a{MYd R/^s:M�.l[CdL+I tdM rttgdtid Atli ... (ypi11aC2 16 A.Red lsdsse5 lnibc6yTT=Soltt,P.E;tepeduniaa e[t5isde+Nr�t7,inasryfalav,lspvah:lt3edritltatrhe rlinen permassun 6[m Ad tact ticsus AmSv Tom5a l0,PJ .Port P��e L 34546 FEBRUARY 17,2017 STANDARD GABLE END DETAIL STDTL08 VERTICAL 2X6 SP OR SPF STUD #2 DIAGONAL TYPICAL 2X4 L-BRACE BRACE NAILED TO 2X4 VERTICALS W/10d NAILS, 6. O.C. (4) - 16d �. � NAILS 16d NAILS VERTICAL SPACED 6' O-C. STUD (2) 10d NAILS INTO 2X6 2X6 SP OR SECTION B-B 2X4 SP OR SPF #2 A-1 ROOF TRUSSES SPF #2 4451 ST.LUCIE BLVD. TYPICAL HORIZONTAL FORT PIERCE,FL 34946 BRACE NAILED TO 772409-1010 ER TRUSS GEOMETRY AND CONDITIONS W/(4) 10d NAILSSHOWN ARE FOR ILLUSTRATION ONLY. SECTION A-A DIAGONAL BRACE 4' - 0' O.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 3H 12 PROVIDE 2X4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. A VARIES TO COMMON TRUSS TOENAIL BLOCKING TO TRUSSES * WITH (2) - IDd NAILS AT EACH ENO. ATTACH DIAGONAL BRACE TO A BLOCKING WITH (5) - 10d NAILS (4) Bd NAILS MINIMUM, ROOF 3X4= PLYWOOD SHEATHING TO B 2X4 STO SPF BLOCK SHEATHING *DIAGONAL BRACING **L - BRACING REFER Iz REFER TO SECTION A-A TO SECTION B-B 24' MAX. / NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. (2) - 10d 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO 12' MAX. NAILS BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG- ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF - SYSTEM. / 4. L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR BETTER WITH ONE ROW OF lOd NAILS SPACED 6' O.C. / TRUSSES @ 24' D.C. S. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT 4' - 0' D.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN 2X6 DIAGONAL BRACE WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT SPACED 4B' 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. OIAG. BRACE TO BLOCKING WITH (5) - B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. AT 1/3 POINTS 10d NAILS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE 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 ❑ESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. END WALL MINIMUM STUD STUD WITHOUT 2X4 DIAGONAL (2) DIAGONAL SIZE SPECIES SPACING BRACE L - BRACE BRACE BRACES AT AND GRADE 1/3 POINTS MAXIMUM STUD LENGTH 2X4 SP#31 STUD 12'O.C. 3-8-10 5-6-11 6-6-11 11-1-13 2X4 SP#31 STUD 16'O.C. 3-3-10 4-9-12 6-6-11 9-10-15 2X4 SP#31 STUD 24'O.C. 2-8.6 3-11-3 54-12 8-1-2 2X4 SP#2 12'O.C. 3-10-15 5.6-11 6-6-11 11-8-14 2X4 SP#2 16'O.C. 3-6-11 4-9-12 6.6-11 10-H 2X4 SP#2 24'O.C. 3-14 3-11-3 6-2-9 1 9-3-13 ❑IAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I-BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH IDd NAILS 6' O.C-, WITH 3' MINIMUM ENO DISTANCE. BRACE MUST COVER 907 OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. MAX MEAN ROOF HEIGHT=30 FEET EXPOSURE B OR C ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. T-BRACE / I-BRACE DETAIL ' FEBRUARY 17,2017 WITH 2X BRACE ONLY STDTL09 I NOTES: T—BRACING / I—BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING si IS IMPRACTICAL. T—BRACE / I—BRACE MUST COVER 90% 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 LATERALI BRACING 2X4 OR 2X6 OR 2X8 10d 6" O.C. WEB SIZE I 2 NOTE. NAIL ALONG ENTIRE LENGTH OF T—BRACE / I—BRACE (ON 2X3 OR 2X4 2X4 TIBRACE 2X4 I—BRACE TWO—PLY TRUSSES NAIL TO BOTH PLIES) 2X6 2X6 Ti BRACE 2X6 [—BRACE 2XB 2X8 TIBRACE 2X8 I—BRACE BRACE SIZE FOR TWO-PLY TRUSS NAILS SPECIFIED CONTINUOUS ROWS OF } LATERAL BRACING WEB SIZE 1 2 } 2X3 OR 2X4 2X4 TI BRACE 2X4 I—BRACE } - fSPACING 2X6 2X6 TI BRACE 2X6 I—BRACE 2X8 2X8 TI BRACE 2X8 I—BRACE k "I WEB T—BRACE / I—BRACE MUST BE SAME SPECIES —A AND GRADE (OR BETTER) AS WEB MEMBER. } } T—BRACE I NAILS NAILS WEB NAILS WEB I-BRACE T-BRACE SECTION DETAILS s FEBRUARY17,2017 LATERAL BRACING RECOMMENDATIONS STDTL10 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET C ALONG A FLOOR TRUSS. NOTE 1: 2XG STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE ----------- TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHDRO, SECURELY FASTENED TO THE TRUSS USING ANY A-1 ROOF TRUSSES' OF THE METHODS ILLUSTRATE❑ BELOW. 4451 ST.LUCIE BLVD. FORT PIERCE,FL34946 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 ENO, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENOS. INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (00 NOT USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - loci TO TOP CHORD NAILS (0131' X 3') NAILS (0131' X 3'). ATTACH TO VERTICAL WEB WITH (3) - 10d NAILS (0131' X 3') BLOCKING BEHIND THE VERTICAL ATTACH 2X4 VERTICAL WEB IS RECOMMENDED WHILE TO FACE OF 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' DIA3 X 3') IN EACH CHORD USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d OUTSIDE FACE OF CHORD INTO TO BOTTOM CHORD NAILS (0131' X 3') NAILS (0.131' X 3') EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) TRUSS 2XG 4' - 0' WALL BLOCKING STRONGBACK (TYPICAL SPLICE) (BY OTHERSI (BY OTHERS) L; THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - O' 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 (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). • ` , I FEBRUARY 17,2017 LATERAL TOE-NAIL DETAIL STDTL11 i NOTES: � 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF '45" WITH THE MEMBER � AND MUST HAVE FULL WD00 SUPPORT WAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF 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 W000. A- ........... RUSSES 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWOI 4451 ST.LUCIE BLVD. SPECIES FOR MEMBERS OF DIFFERENT SPECIES. FORT PIERCE.FL 34946 772409-1010 i i TOE-NAIL SINGLE SHEAR VALUES THIS DETAIL 'IS ONLY APPLICABLE TO PER NOS 2001 (LB/NAIL) THE THREE END DETAILS SHOWN BELOW. DIA SP OF HF SPF SPF-S 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 o J 162 108.8 99.6 86.4 84.5 73.8 rj SIDE VIEW (2X3) 2 NAILS I .128 74.2 67.9 58.9 57.6 50.3 o NEAR SIiE 0 Z .131 75.9 69.5 60.3 59.0 51.1 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 APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. (2X4) 3 NAILS (2X3) 2 NAILS EXAMPLE: NEAR SIDE I NEAR SIDE (3) - 16d NAILS (0162' ❑IA. X 3.5') WITH SPF SPECIES BOTTOM CHORD NEAR SIDE NEAR SIDE FOR LOAD ❑URATION INCREASE OF 115: NEAR SIDE 3 (NAILS) X 845 (LB/NAIL) X 1.15 (DOL) = 2915 LB MAXIMUM CAPACITY NEAR SIDE NEAR SIDE i I i ANGLE MAY ANGLE MAY ANGLE MAY VARY FROM VARY FROM VARY FROM 30' TO 60" 30' TO 60' I0' TO 60° i 45.00' 45.00° 45.00° I i i i FEBRUARY 17,2017 UPLIFT TOE-NAIL DETAIL STDTL12 TOE-NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S LD z O .131 59 46 32 30 20 � � J �� .135 60 48 33 30 20 A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. LQ 162 72 58 39 37 25 FORT PIERCE.FL 34946 M 772-409-1010 J _ CD .128 54 42 28 27 19 F_ Z .131 55 43 29 28 19 O z J LJ —J .148 62 48 34 31 21 J N Q Z .120 51 39 27 26 17 0 THIS DETAIL SHALL BE USED FOR A CONNECTION Z .128 49 38 26 25 17 RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER O IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. J .131 51 39 27 26 17 .148 57 44 31 28 1 20 NOTES: 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30° WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END ❑ISTANCE, 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. EXAMPLE: (3) - 16d NAILS (0.162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE FOR WINO DOL OF 1.33: 3 (NAILS) X 37 (LB/NAIL) X 133 (DOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND DOL OF LGO: 3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIN❑ IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS ❑ESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. *** USE (3) TOE-NAILS ON 2X4 BEARING WALL *** USE (4) TOE-NAILS ON 2X6 BEARING WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY NEAR SIDE NEAR SIDE 30' TOP PLATE OF WALL L 1' FOR NAIL 1-1/1 .25' NAIL FAR SIDE 1-3/16' FOR 3.5' NAIL SIDE VIEW END VIEW FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT ! STDTL13 �I 1 2x2 NAILER ATTACHMENT _ I GENERAL SPECIFICATIONS I A-1 ROOF TRUSSES ( I 4 ST.LUCIE MAX LOAD: 55 psf Roof Load, 170 mph, ASCE FORTRT PIERCE,FL 34946 349 772-409-1010 ' 7-101 29'-0" Mean Height, Exp. B, C or D. I E 1 I 1 P \40 N 2x4 SP o. 2 Min 2 ( ) N 1 .5x4 I it I 2x2 SP No. 3 1 .5 x 4 I k i i E I I I I } j I t I 9 I 1 TYPICAL ALTERNATE BRACING DETAIL April 11 2016 STDTLI4 FO EXTERIOR FLAT GIRDER TRUSS i A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. 12 FORT PIERCE,FL 34946 772-409-1010 VARIES (4) 12d TRUSS 2491 O.C. (4) 12d MAX 3011 (2'-611) UPLIFT CONNECTION (SEE ROOF TRUSS) 2x6 #2 SP (Both Faces) 2411 O.C. EXTERIOR FLAT SIMPSON H5 GIRDER . 'emnp Ne ms-r'4 .W 1- V"f,I-4 o'.'.T7".2�E tl'3"ti'J t,'E9,d:EY.#Nl"i f ta, pzs ed iiN.+ imT =1 Ln�y{iP s3 tM EaNarT iste t3,PS lAn 41s#rttw:r, LC im;e E.-d WT"3,o glieirm+ P s'.e6dt uAfe IIe T"3 h si9 t htp EeE ( d -hL: +.afrcumy.Ns ep eb ,!R:�a'm Y£' yeene? gx.aseice.beN ry+KmtE�Tro dm>0 D-RCu eeDrY's 'MI.yO u'Ira,;CCn! tv:,xnt.�4.y 4 v T.TcEnsjp 171,P .same ■■ iHw �.. . �mxcaate Ah[4 eleel slffiptrAt tsS lg du` cf ESzkr suet .R(.6ukaeas m a 1, iu3t beap�viTara. "SE}£!93 .rsnw<rot^D ^gyp, .as ui.rws ws�.ru^e +s�vrt a n .� ,caR.� 1>�# 4451 5t.Wde Wvd. cu x4 eaxw trttaaezfR.fr�wae.ats<t a,,p, Msr s�, R. a s ,In,,.Fe rs,.uat.easy at!>se.et to t. •. - - .:,: ':' FoEL PieEce,.13. ;;4yp5 -r.prrtg6t�401€A.iRdoQEes:esrAolAniti ta3al14i.C-8eplsd diun oltkisdcca eni.mee.'yG✓m,spinE,Ditel.�sbonnkr widtcap'tmssort iiom kl Roni lwssas•krJ)teni11am5aHLP,� .. I { I � STANDARD REPAIR DETAIL FOR BROKEN CHORDS,WEBS,AND STDTL15 FEBRUARY 17,2017 DAMAGED OR MISSING CHORD SPLICE PLATES q TOTAL NUMBER MAXIMUM FORCE (LBS) 1517 LOAD DURATION OF NAILS EACH X ! +� SIDE OF BREAK i (INCHES) SP OF iSPF HF 2X4 2X6 2X4 2X6 2X4 ; 2X6 2Xti 2X6 2X4 2X6 ' 2342 1320 1980 1352 2028 ,.�.: 20 30 24' 1706 2559 1561' A-1 ROOF TRUSSES 4451ST,LUCIE BLVD. 26 39 30' 2194 3291 2007: 3011 1647 2546 1738 2608 FORT PIERCE,FL 34946 772409-1010 32 48 36' 2681 4022 245411 3681 20 I4 3111 2125 3187 38 57 42' 3169 4754 2900I 4350 2451 3677 2511 3767 44 66 48' 3657 5485 33461 5019 2829 4243 2898 4347 # DIVIDE EQUALLY FRONT AND BACK ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' OIA. Xi3'). I STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O_C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE. i THE LENGTH OF THE BREAK (C) SHALL NOT EXCEEO 12'. (C=PLATE LENGTH FORzSPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C , i I I ; i y BREAK I ,I i •3' l�,(Ql� I I • I •10d NAILS NEAR SIDE 'TRUSS CONFIGURATION +10d NAILS FAR SIDE y' AND BREAK LOCATIONS 'FOR ILLUSTRATIONS ONLY `I 6' MIN i X' MIN i i i THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER t BREAK OR HEEL JOINT AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT (iSEE SKETCH ABOVE). DONOT USE REPAIR FOR JOINT SPLICES NOTES: j 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION,SHOWN. THIS REPAIR 1 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, I THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE'TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. i 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOI❑ UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. i i I s i FEBRUARY 17,2017 SCAB APPLIED OVERHANGS STDTL16 A-1 ROOF TRUSSES "51 ST.LUCIE BLVD. FORT PIERCE,FL 34946 T72409-1010 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 115 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2X6 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2X-SCA13 (MINIMUM 82 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 BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X SCAB (L) (2.0 x L) 24"MAX 24"MIN NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24' O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES I � I i I i e ' I I I , s i ,JA0® i A-1 ROOF �,TRU95E5 A FLORIDA CORPORATION I � E 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 iMetal Plate Connected Wood Trusses", and "BCSI 1-03 Guide to Good Practice For Handling,Installing,& Bracing of Metal Plate Connected Wood Trusses" published by WTCA and Truss Plate Institute. Any of this material can be obtained by contacting A-1 Roof Trusses. Spanish versions are also available. 2) All temporary and permanent bracing design,connection,material,and labor by others' 3) Truss designs are for an individual component,not for a truss system. Reactions and uplifts may vary from building designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies.. 4) If provided by truss manufacturer,any engineered beams provided have been sized using information design guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts,and bearing requirements. Truss manufacturer is not responsible for specifying beams,otherithan 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. 1 7) It is the builder's responsibility to assure there is adequate room for ABC 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. s 8) Unless specified,valley framing design,connection;material and labor to be supplied by the builder. 9) Attached drawings are standard details that cover most installation standards. Structural details provided by the building designer supersede any attached details. 10)Trusses are not designed to carry the chimney,cupola,steeple,or other structures unless specified. Structure should be framed through the trusses to be supported by the foundation. In caseslwhere 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,condition's,and details;on the truss placement plan and/or individual truss design drawings. I 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 i Any questions or comments feel free to contact A-1 Roof Trussi s at 772-409-1010. i € i � R f E C t f 4451 St. Lucie Blvd.,Fort Pierce,FL 34946 . 772-409-1010 Office 772-409-1015 Fax www.AItruss.com i i S� STRUCTURAL CO6UNFC TORS' 14,01 ;A IVIiTak'Companyr Hangers Allowable Load(Ibs) 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)-10d(Header) FL821.39, (2)-10d(Joist) 11- 0510.01, RR 25779 LUs24 670 765 825 490 - - - - - (4)-10d(Header) (2)-10d(Joist) T2 JUS26 1881, 850 975 1060 1115 (4)-10d(Header) FL821.42, (2)-10d(Joist) 11- 0510.01, RR 25779 LU526 865 990 1070 1165 - - - - - (4)-10d(Header) (2)-10d(Joist) T3 MSH422 1831, 2025 2025 2025 (22)-10d(Face-Face Max Nailing) FL822.36, (6)-10d(Face-Top Max Nailing) 08- (6)-10d(Joist-Face Max Nailing) 0303.06, (6)-10d(Joist-Top Max Nailing) RR 25836 (4)-10d(Top-Top Max Nailing) 13116-R THA422 2245 2245 2245 - - - - - - (6)-16d(Carried Member-Face Mount) (6)-10d(Carried Member-Top Flange) (22)-16d(Face-Face Mount) (2)-16d(Face-Top Flange) (4)-16d(Top-Top Flange) THA1422 1835 1835 1835 - - - - - - (2)•10dx I-112 or2-10dx 1-112(Carried Member) (20)-10d or(2)-10d(Face) (4)-10d(Top) T4 THD26 1781, 2485 2855 3060 2170 (18)-16d(Face) FL13285.35, (12)-10d x 1-1/2(Joist) 06- 0921.05, RR 25843 HTU26 2940 3340 3600 1555 - - - - (11)-10dx 1-112(carried Member) (20)-10dx 1-112(Carried Member-Max Nailing) (20)-16d x 1-I12(Carrying Member) (20)-16d x 1-112(Carrying Member-Max Nailing) j. l w r ^ usP STRUCTURAL CONNECTOR!;' A WOW Company Hangers Allowable Load(lbs) DF-L/SP LSL LVL PSL SPF HOIST 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 HHUS26-1 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 THD28 1781, 3865 3965 3965 2330 (28)-16d(Face) FL13285.35, (16)-10d x 1-1/2(Joist) 06- 0921.05, RR 25843 HTU28 3820 4340 4680 2140 - - - - _ (26)-10dx 1-112(Carried Member-Max Nailing) (26)-16d(Carrying Member-Max Nailing) T7 THD28-2 1781, 3950 4540 4935 2595 (28)-16d(Face) FL13285.35, (16)-10d(Joist) 06- 0921.05, - RR 25843 13116-R HHUS28-1 4210 4770 5140 2000 - - - - _ (22)-16d(Face) (8)-16d(Joist) - =--------- -HTU28-2— ------- 3820----4340---=4680--3485—__--__—.—_— - __ _,-_-___(26)-10d(Carried Member-Max Nailing)-_ (26)-16d(Carrying Member-Max Nailing) 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(Joist) /\► U S P STRUCTURAL CONNFCTORS" A MiTok'Company Hangers Allowable Load(lbs) DF-L/SP LSL LVL PSL SPF I JOIST LISP160% 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)-lOd(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)-lOd(Joist) 06- 0921.05, RR 25779 13116-R HGUS26-2 4355 4875 5230 2155 - - _ _ _ (20)-16d(Fore) (8)-16d(Joist) T11 THDH26-3 1881, 3915 4505 4795 2235 - - (20)-16d(Face) FL821.75, (8)-lOd(Joist) 06- 0921.05, RR 25779 HGUS26-3 4355 4875 5230 2155 - _ _ _ - (20)-16d(Foce) (8)-16d(Joist) T12 THDH28-2 1881, 6535 7515 8025 2665 (36)-16d(Face) FL821.77, (10)-16d(Joist) RR 25779 13116-R HGU528-2 7460 7460 7460 3235 - - _ _ (36)-16d(Face) (12)-16d(Joist) T13 THDH28-3 1881, 6770 7785 8025 2665 (36)-16d(Face) FL821.75, (10)-16d(Joist) 06- 0921.05, RR 25779 HGU528-3 7460 7460 7460 3235 - - _ _ (36)-16d(Face) (22)-16d(Joist) F i { USP STRUCTURAL j COl' HECTORS A MiTek-Company j I Fastener Comparison Table Connector Schedule I , Group Label LISP Stock No Required Fasteners _ Reference No Required Fasteners I a (4)-lOd(Header) (4)-IOd(Header - T1 JUS24 LUS24 (2)-10d(Joist) (2)-lod(Joist) I (4)-10d(Header) (4)-IOd(Header) T2 JUS26 LUS26 ,• (4)-10d(Joist) (4)-lod(Joist) I (22)-10d(Face-Face Max Nailing) (6)-16d(Carried Member-Face Mount) (6)-30d(Face-Top Max Nailing) (6)-16d(Carried Member-Top Flange) T3 MSH422 (6)-lod(Joist-Face Max Nailing) THA422 I (22)-16d(Face'i Face Mount) (6)-10d(Joist-Top Max Nailing) (2)-16d(Face-Top Flange) (4)-lod(Top-Top Max Nailing) ( (4)-16d(Top-Tip Flange) (18)--16d(Face) (11)-Iod x 1-1/ (Carried Member) (12)-10d x 1-1/2(Joist) (20)-IOd x 1-112(Carried Member-Max Nailing) T4 THD26 HTU26 (20)-16d(Carrying Member) (20)-16d(Carrying Member-Max Nailing) (18)-16d(Face) { (14)-16d(Face)' T5 THD26-2 HHUS26-2I (12)-lod(Joist) (6)-16d(Joist) I €I (28)-16d(Face) (16)-10d x 1-112(Carried Member-Max Nailing) - T6 THD28 HTU28 (16)-10d x 1-1/2(Joist) (26)-16d x 1-1/2(l arrying member-Max Nailing) r (28)-16d(Face) (12)-16d(Face)' - T7 THD28-2 HHUS28-2 j (16)-10d(Joist) (8)-16d(Joist) j (18)-16d(Face) (14)-16d(Face)I T8 THD46 HHUS46 (12)-10d(Joist) (6)-16d(Joist) (28)-16d(Face) (22)-16d(Face); T9 THD48 HHUS48 (16)-10d(Joist) (8)-16d(Joist) (20)-16d(Face) (20)-16d(Face)f T10 THDH26-2 HGUS26-21 (8)-16d(Joist) (8)-16d(Joist) (20)-16d(Face) j (20)-16d(Face); T11 THDH26-3 HGUS26-3 (8)-16d(Joist) (8)-16d(Joist) f (36)-16d(Face) (36)-16d(Face) T12 THDH28-2 HGUS28-2I (10)-16d(Joist) (12)-16d(Joist): (3 1 1(36)-16d(Face)) T13 THDH28-3 (10)-.16d(Joist) (12)-16d(Joist) HGUS28-3 ,I I I USP STRUCTURAL CONNECTORS"' A Wek`Company 3� E u.it, t. F j � G# JUS24 JUS26 MSH422 A bt Y ro 'a TH D26 TH D26-2 TH D28 � kkk (ffj , iG fc 1 0 w�. TH D28-2 TH D46 TH D H 26-2 £� F� i ✓ r a n ! Agri t J _ } 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 anv s ecial circumstances sheeted ductwork or similar obstructions,etc, lease make sure you-note it on the drawing or-email_re uest. 3. We cannot provide sealed drawings for"field built"trusses. 4. See example markup details below. BREAK': Use a line to denote the i MISSING I DAMAGED PLATE: exact location of the break +V mmwCircle Missing or Damaged Plate µ � 3 4 5 6 7 8 9 11 12 13 6 bi'2 642 b:r2 6Y2 6ti2 • 6'i'L W2 6" 4 f; t ;1 d 21 20 •18 17 16 15 TRUSS MODIFICATION: ,� 7 ALTERNATE/REVISED BEARING LOCATION: �y 7 If truss is too long 1 short,provide detailed Draw in new location of bearing,and provide dimension of it's location sketch and provide dimensions as needed. t MISSING PIECE: If there are I s MISSING IDAMAGED PLATE- multiple breaks,resulting in missing � Circle Missing or Damaged Plate BREAD: Use a line to 3 SPLIT I CRACK_ Denote exact location of denote exact location of break 1 damage,and provide length if greater than 12" � t+1 w 10 2Fd 1 •— —— `� DEFLECTION I CROWN: Denote exact location ofbwhere the start and 1" out Of plane I ---- stop of the issue,as wall as dimensions of where the issue occurs c-� u . t