|
$w Job Truss Truss Type �, Qty Ply
<br /> �F+
<br /> Units:2 110548281 9"....
<br /> R500947 14 ROOF TRUSS 1 1 Eng:SWG Cr)
<br /> Job Reference(optional)
<br /> Stock Building Supply,Cedar,Mn.55011 6.200 s Oct 18 2005 MiTek Industries,Inc. Wed Jun 21 16:08:29 2006 Page 1 O
<br /> .ter
<br /> 1-1-6-01 31-12 3111-12 6-0.0 1 10-4-0 I 14.6.4 i 18-8-8 120-1-41 23-0-8 i 25-10-12 I 29-0-8 130-6-81
<br /> 1-6-0 3-1-12 0-10-0 2-0-4 4-4-0 4-2-4 4-2-4 1-4-12 2-11-4 2-10-4 3-1-12 1-6-0 r
<br /> 5x8= SCAB TRUSS ON BACK SIDE
<br /> TRUSS WAS INSTALLED BACKWARDS Scale=1:65.7 /\'�7_
<br /> 3x4= 8x10= r
<br /> 2.5x4 II 3x8= 2.5x4 II
<br /> 5 6 7 8 9 10
<br /> i or
<br /> .:.
<br /> 12.00 12 3x46/ Alk
<br /> x6\\ 2-0"0
<br /> li
<br /> 3x64 // Alk
<br /> ;-4'100oraria......
<br /> 7
<br /> 12
<br /> 25 24 23 22 21 20 19 18 17 26 16 15 14
<br /> 3x10 I I 3x10= 4x4= 3x10=4x6= 2.5x4 II 3x8=10x10= 4x6= 7x6= 2.5x4
<br /> NEW REACTION:3507# 7x6 HUS26 Special NEW T-BRACE NEW REACTION:3401#
<br /> NEW UPLIFT:1303# HUS26 LUS24 NEW UPLIFT:1503#
<br /> 1 3-1-12 3111-12 6-0-0 1 10-4-0 I 14-6-4 1 18-8-8 120-1.41 23-0-8 1 26-3-12 261-829-0-8 I
<br /> 3-1-12 0-10-0 2-0-4 4-4-0 4-2-4 4-2-4 1-4-12 2-11-4 3-3-4 0-2-12 2-6-0
<br /> FABRICATE SCAB TRUSS AS SHEET(2 OF 2). ATTACH 3/4"PLYWOOD OR OSB GUSSET(23/32"APA RATED SHEATHING 48/24 EXP 1)
<br /> FABRIC SCAB TRUSS TO EACH SHOWNFACON EXISTING TRUSS WITH TO EACH FACE OF TRUSS WITH 16d(3.5"X.131")NAILS DRIVEN THRU BOTH SHEETS
<br /> TWO ROWS ORU10d(S 3 X OF SPACEDI6" IN OF PLYWOOD AND CLINCHED PER THE FOLLOWING NAIL SCHEDULE:
<br /> ALL ALIGNINGOWS MEMBERS1 UNLESS 3")NS NAILS SPAIO.C.0.C.INED. 2 x 3's-1 ROW,2 x 4's-2 ROWS,2 x 6'S AND LARGER-3 ROWS:SPACED©0-4-0 O.C.
<br /> USE 3 ROWS IN ALL MRS UNL SS OTHERWISE
<br /> THAN 2X4 NAILS TO BE DRIVEN FROM BOTH FACES. STAGGER SPACING FROM FRONT TO BACK FACE FOR A
<br /> NOT CUT SCAB TRUSS) NET 0-2-0 O.C.SPACING IN THE MAIN MEMBER. USE A MIN.0-3-0 MEMBER END DISTANCE.
<br /> (DOPlate Offsets(X,Y): [2:0-2-8,0-3-4],[5:0-5-4,0-2-12],[10:0-6-8,0-4-0],[11:0-2-0,0-3-0],[12:0-1-0,0-1-12],[15:0-2-12,0-4-8],[16:0-2-8,0-1-8],[17:0-3-8,0-5-0],[23:0-3-0,0-4-0],
<br /> [24:0-3-8,0-1-8]
<br /> LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP
<br /> TCLL 35.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.12 18-19 >999 240 MT20 197/144
<br /> (Roof Snow=35.0) Lumber Increase 1.15 BC 0.46 Vert(TL) -0.17 18-19 >999 180
<br /> TCDL 7.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.04 15 n/a n/a
<br /> BCLL 0.0 Code IBC2000/ANS195
<br /> BCDL 10.0 (Matrix) Weight 2481b
<br /> LUMBER BRACING
<br /> TOP CHORD 2 X 6 SPF No.2 TOP CHORD Sheathed or 3-6-8 oc purlins, except end verticals,and 2-0-0 oc purlins
<br /> BOT CHORD 2 X 6 SPF 2100F 1.8E (4-0-11 max.):5-10.
<br /> WEBS 2 X 4 SPF Stud'Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
<br /> 5-21 2 X 4 SPF No.2,7-21 2 X 4 SPF No.2,7-18 2 X 4 SPF No.2 WEBS 1 Row at midpt 10-16,10-17
<br /> 11-16 2 X 4 SPF No.2,10-17 2 X 4 SPF No.2,2-25 2 X 4 SPF No.2 2 Rows at 1/3 pts 11-15
<br /> 2-24 2 X 4 SPF No.2,12-14 2 X 4 SPF No.2
<br /> REACTIONS (lb/size) 25=3611/0-5-8,15=3870/0-5-10(input: 0-5-8)
<br /> Max Horz25=191(load case 6)
<br /> Max Uplift25=1502(load case 6),15=-1879(load case 5)
<br /> Max Grav25=4131(load case 2),15=4423(load case 3)
<br /> FORCES (Ib)-Maximum Compression/Maximum Tension
<br /> TOP CHORD 1-2=0/177,2-3=-3768/1481,3-4=-3675/1532,4-5=3285/1376,5-6=2939/1268,6-7=-2937/1267,7-8=-2980/1384,
<br /> 8-9=-2980/1384,9-10=-2856/1374,10-11=-2402/1271,11-12=72/370,12-13=0/177,2-25=-4045/1498,12-14=-127/57 I Hereby certify that this plan,speci-
<br /> BOT CHORD 24-25=-239/158,23-24=-1141/2510,22-23=-1175/2588,21-22=-1045/2395,20-21=1355/3166,19-20=-1355/3166, fication,or report was prepared by
<br /> 18-19=-1355/3166,17-18=-1308/2855,17-26=-859/1675,16-26=-859/1675,15-16=-198/392,14-15=-99/44 me or under my direct supervision
<br /> WEBS 3-24=-546/201,5-22=-527/890,5-21=-483/1110,6-21=-478/222,7-21=-507/312,7-19=0/180,7-18=-368/46,8-18=-360/178, and that I am a duly' _- - 1)-
<br /> 10-16=1607/357,11-16=-1173/2459,11-15=-4144/1801,4-23=-494/804,3-23=-268/449,4-22=-590/473,9-17=-796/190, Sessional En.'• ��,a laws
<br /> 9-18=-124/646,10-17=1182/3103,2-24=-1005/2590,12-15=191/144 �`r
<br /> of the - "" /r.�r
<br /> NOTES �,./ �/�
<br /> 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=6.Opsf;Category II;Exp C;partially;MWFRS gable end zone;cantilever left and ;•/" S.REDWANLY
<br /> right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
<br /> 2)TCLL:ASCE 7-98;Pf=35.0 psf(flat roof snow);Exp C;Partially Exp.
<br /> 3)Unbalanced snow loads have been considered for this design.
<br /> 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs DATE REG.NO.24159
<br /> non-concurrent with other live loads.
<br /> Continued on page 2 June 26.2005
<br /> 4 t
<br /> ® WARNING-Verifydesign14515 N.Outer Forty,parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MG/-7473 BEFORE USE.
<br /> Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite e300
<br /> Applicability of design aramenters and proper incorporation of component is res onsibili of buildingdesigner-not truss designer.Bracingshown Chesterfield,MO 63017
<br /> PP tY 9 P P P P P P y 9 9
<br /> is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the
<br /> erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
<br /> fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI1 Building Component M Tek'
<br /> Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
<br />
|