A - Title Bar · 5) This truss has been designed for a 10.0 psf bottom chord live load...
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Job SAMPLE5 Truss T01 Truss Type COMMON Qty 1 Ply 3 0 0 Job Reference (optional) 6.300 s Nov 10 2005 MiTek Industries, Inc. Tue Jan 03 16:31:47 2006 Page 1 Scale = 1:36.7 1 2 3 4 5 6 7 12 11 10 9 8 13 14 15 16 17 18 19 20 21 4x12 MII20 4x6 MII20 4x12 MII20 6x6 MII20 6x6 MII20 1x4 MII20 3x6 MII20 7x6 MII20 7x6 MII20 3x6 MII20 6x6 MII20 1x4 MII20 EHUH26 EHUH26 EHUH26 EHUH26 EHUH26 EHUH26 EHUH26 EHUH26 EHUH26 EHUH26 EHUH26 JL24 53 6 53 6 96 2 42 1 2 138 1 4 42 1 2 171 11 0 42 1 2 233 0 53 6 46 1 4 46 1 4 81 3 36 5 117 8 36 5 151 1 3 36 5 188 2 36 5 233 0 46 1 4 04 1 52 3 04 1 5.00 12 Plate Offsets (X,Y): [1:039,0 24], [7:0 39,0 24], [8:0 30,0 44], [9:0 30,0 44], [10: 03 0,04 4], [12:03 0,04 4] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 20 0 1.15 1.15 NO IBC2000/ANSI95 CSI TC BC WB (Matrix) 0.76 0.81 0.68 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.25 0.40 0.09 (loc) 910 910 7 l/defl >999 >692 n/a L/d 240 180 n/a PLATES MII20 Weight: 400 lb GRIP 249/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 6 SYP SS WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 4 45 oc purlins. BOT CHORD Rigid ceiling directly applied or 100 0 oc bracing. REACTIONS (lb/size) 1=9010/03 9 (input: 03 8), 7=8862/03 8 Max Horz 1=64(load case 5) Max Uplift1= 659(load case 5), 7= 627(load case 6) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD 12=1859 4/1359, 23=1846 1/1376, 3 4= 14239/1065, 4 5= 14211/1063, 5 6= 18364/1368, 6 7= 18497/1352 BOT CHORD 113= 1280/17112, 1314= 1280/17112, 1214= 1280/17112, 1112= 1010/14032, 1115= 1010/14032, 1015= 1010/14032, 1016= 730/10779, 1617= 730/10779, 9 17= 730/10779, 918= 943/13994, 1819= 943/13994, 8 19= 943/13994, 820= 1209/17018, 2021= 1209/17018, 721= 1209/17018 WEBS 212= 269/87, 312= 366/4617, 310= 2356/245, 410= 458/5809, 49= 452/5744, 59= 2326/243, 58= 360/4540, 68= 251/86 NOTES 1) 3 ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 1 row at 0 90 oc . Bottom chords connected as follows: 2 X 6 3 row s at 0 40 oc . Webs connected as follows: 2 X 4 1 row at 0 90 oc . 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 798; 90m ph; h=25ft; TCDL=6.0psf; BCDL=6.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) WARNING: Required bearing size at joint(s) 1 greater than input bearing size. 7) Two RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1 and 7. 8) Use USP EHUH26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 20 0 oc max. starting at 12 4 from the left end to 21 24 to connect truss(es) T05B (1 ply 2 X 4 SYP) to back face of bottom chord. 9) Use USP JL24 (With 16d nails into Girder & NA9D nails into Truss) or equivalent at 2314 fr om the left end to connect truss(es) T05 (1 ply 2 X 4 SYP) to back face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1 4= 80, 47=80, 1 7= 20 Concentrated Loads (lb) Vert: 7= 411(B) 11= 1379(B) 12= 1378(B) 13= 1378(B) 14= 1378(B) 15= 1379(B) 16= 1379(B) 17= 1379(B) 18= 1379(B) 19= 1379(B) 20= 1379(B) 21= 1379(B) 2) IBC BC Live: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1 4= 20, 47=20, 1 7= 40 Concentrated Loads (lb) Vert: 7= 240(B) 11= 759(B) 12= 759(B) 13= 759(B) 14= 759(B) 15= 759(B) 16= 759(B) 17= 759(B) 18= 759(B) 19= 759(B) 20= 759(B) 21= 759(B) 3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Plt. metal=1.33 Continued on page 2 MiTek Drawing Explained from A -to - Z A - Title Bar B - Cumlative Dimentions C - Panel Length (feet - inches - Sixteenths) D - Slope E - Plate Size and Orientation F - Overall Height G - Bearing Location H - Truss Span (feet - inches - sixteenths) I - Plate Offsets J - Design Loading (PSF) K - Spacing O.C. (feet - inches - sixteenths) L - Duration of Load for Plate and Lumber Design M - Code N - TC, BC, and Web Maximum Combined Stress Index O - Deflections (inches and Span to Deflection Ratio) P - Input Span to Deflection Ratio Q - MiTek Plate Allowables (PSI) R - Truss Weight S - Lumber requirements T - Reaction (pounds) U - Maximum Bearing Required (inches) V - Maximum Uplift and/or Horzontal Reaction if Applicable W - Required Member Bracing X - Member Axial Forces Y - Notes Z - Additional Load Cases
Transcript of A - Title Bar · 5) This truss has been designed for a 10.0 psf bottom chord live load...
Job
SAMPLE5
Truss
T01
Truss Type
COMMON
Qty
1
Ply
3 0 0
Job Reference (optional) 6.300 s Nov 10 2005 MiTek Industries, Inc. Tue Jan 03 16:31:47 2006 Page 1
Scale = 1:36.7
1
2
3
4
5
6
7
12 11 10 9 8 13 14 15 16 17 18 19 20 21
4x12 MII20
4x6 MII20
4x12 MII20 6x6 MII20 6x6 MII20
1x4 MII20
3x6 MII20
7x6 MII20 7x6 MII20
3x6 MII20
6x6 MII20
1x4 MII20
EHUH26
EHUH26
EHUH26 EHUH26 EHUH26
EHUH26
EHUH26
EHUH26 EHUH26 EHUH26 EHUH26
JL24
53 6
53 6
96 2
42 1 2
138 1 4
42 1 2
171 11 0
42 1 2
233 0
53 6
46 1 4
46 1 4
81 3
36 5
117 8
36 5
151 1 3
36 5
188 2
36 5
233 0
46 1 4
041
523
041
5.00 12
Plate Offsets (X,Y): [1:039,0 24], [7:0 39,0 24], [8:0 30,0 44], [9:0 30,0 44], [10: 03 0,04 4], [12:03 0,04 4]
LOADING (psf) TCLL TCDL BCLL BCDL
30.0 10.0
0.0 10.0
SPACING Plates Increase Lumber Increase Rep Stress Incr Code
20 0 1.15 1.15 NO
IBC2000/ANSI95
CSI TC BC WB (Matrix)
0.76 0.81 0.68
DEFL Vert(LL) Vert(TL) Horz(TL)
in 0.25 0.40 0.09
(loc) 910 910
7
l/defl >999 >692
n/a
L/d 240 180 n/a
PLATES MII20
Weight: 400 lb
GRIP 249/190
LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 6 SYP SS WEBS 2 X 4 SYP No.3
BRACING TOP CHORD Sheathed or 4 45 oc purlins. BOT CHORD Rigid ceiling directly applied or 100 0 oc bracing.
REACTIONS (lb/size) 1=9010/03 9 (input: 03 8), 7=8862/03 8 Max Horz 1=64(load case 5) Max Uplift1= 659(load case 5), 7= 627(load case 6)
FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD 12=1859 4/1359, 23=1846 1/1376, 3 4= 14239/1065, 4 5= 14211/1063, 5 6= 18364/1368, 6 7= 18497/1352 BOT CHORD 113= 1280/17112, 1314= 1280/17112, 1214= 1280/17112, 1112= 1010/14032, 1115= 1010/14032, 1015= 1010/14032, 1016= 730/10779, 1617= 730/10779, 9 17= 730/10779,
918= 943/13994, 1819= 943/13994, 8 19= 943/13994, 820= 1209/17018, 2021= 1209/17018, 721= 1209/17018 WEBS 212= 269/87, 312= 366/4617, 310= 2356/245, 410= 458/5809, 49= 452/5744, 59= 2326/243, 58= 360/4540, 68= 251/86
NOTES 1) 3 ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2 X 4 1 row at 0 90 oc . Bottom chords connected as follows: 2 X 6 3 row s at 0 40 oc . Webs connected as follows: 2 X 4 1 row at 0 90 oc .
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 798; 90m ph; h=25ft; TCDL=6.0psf; BCDL=6.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end
vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) WARNING: Required bearing size at joint(s) 1 greater than input bearing size. 7) Two RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1 and 7. 8) Use USP EHUH26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 20 0 oc max. starting at 12 4 from the left end to 21 24 to
connect truss(es) T05B (1 ply 2 X 4 SYP) to back face of bottom chord. 9) Use USP JL24 (With 16d nails into Girder & NA9D nails into Truss) or equivalent at 2314 fr om the left end to connect truss(es) T05 (1 ply 2 X 4 SYP) to back
face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber.
LOAD CASE(S) 1) Regular: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf) Vert: 1 4= 80, 47=80, 1 7= 20
Concentrated Loads (lb) Vert: 7= 411(B) 11= 1379(B) 12= 1378(B) 13= 1378(B) 14= 1378(B) 15= 1379(B) 16= 1379(B) 17= 1379(B) 18= 1379(B) 19= 1379(B) 20= 1379(B) 21= 1379(B)
2) IBC BC Live: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf)
Vert: 1 4= 20, 47=20, 1 7= 40 Concentrated Loads (lb)
Vert: 7= 240(B) 11= 759(B) 12= 759(B) 13= 759(B) 14= 759(B) 15= 759(B) 16= 759(B) 17= 759(B) 18= 759(B) 19= 759(B) 20= 759(B) 21= 759(B) 3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Plt. metal=1.33
Continued on page 2
MiTek Drawing Explainedfrom A -to - Z
Heel
Bearing
Hangers
Plates
Top Chord
Bottom Chord
A - Title Bar
B - Cumlative Dimentions
C - Panel Length (feet - inches - Sixteenths)
D - Slope
E - Plate Size and Orientation
F - Overall Height
G - Bearing Location
H - Truss Span (feet - inches - sixteenths)
I - Plate Offsets
J - Design Loading (PSF)
K - Spacing O.C. (feet - inches - sixteenths)
L - Duration of Load for Plate and Lumber Design
M - Code
N - TC, BC, and Web Maximum Combined Stress Index
O - Deflections (inches and Span to Deflection Ratio)
P - Input Span to Deflection Ratio
Q - MiTek Plate Allowables (PSI)
R - Truss Weight
S - Lumber requirements
T - Reaction (pounds)
U - Maximum Bearing Required (inches)
V - Maximum Uplift and/or Horzontal Reaction if Applicable
W - Required Member Bracing
X - Member Axial Forces
Y - Notes
Z - Additional Load Cases
