HomeMy WebLinkAbout1629 W 11th St Technical - BuildingrIV al�Ia�z
Duane Boice RE.
President
DATE 09/5/06
Engineering Technical Services Inc.
PROJECT Timber Iron Erectors114'x36'x10'
PROJECT LOCATION Sequim, Washington
E.T.S. DESIGNER. rettlifSSinith
CONTACT Dave Richardson
STRUCTURAL': CALCULATIONS
f
COATEIeSHE'.ET
It
.0' 4 6:
Comments
LOADING ROOF LOADING 25/4/0/1
WIND LOADING 100 MPH, EXPOSURE "C"
SEISMIC SITE CLASS
271 469th Ave., PO Box 308, Tea, SD 57064
Phone: (605) 498-1290 Fax: (605) 498-1299
www.engtecsrv.com
-4:
Note: THE SEAL AFFIXED TO THIS PAGE APPLIES TO THE COMPLETE SET
OF CALCULATIONS.
•VONAL
fr'17:inri
ExpinEs
Project Name. Timber Iron Erectors 36x14 Shop
Project Location. Sequim, WA
Initial Information
Building Width (ft)
Building Length (ft)
Sidewall Height (ft)
Roof Pitch
Roof Height (ft)
Design Loads
Horizontal Loads Transverse Direction
Location
End Zone of wall
End Zone of roof
Interior Zone of wall
Interior Zone of roof
Horizontal Loads Longitudinal Direction
Location
End Zone of wall
Interior Zone of wall
Vertical Loads Transverse
Location
End Zone windward ro
End Zone leeward roo
Interior Zone windwarc
Interior Zone leeward r
Vertical Loads Longitudinal Direction
Location
End Zone windward ro
End Zone leeward roo
Interior Zone windwarc
Interior Zone leeward r
14
26
9.5
4
2.333
Ptw
Ptr
Ptw
Ptr
PiW
P1W
Pwr
Plr
Pwr
Pir
Pwr
PIr
Pwr
Per
Direction
Wind Exposure
Wind Speed (mph)
Mean Roof Height (ft)
Roof Angle
End Zone Width (ft)
Importance factor (kJ
Height Exp
Load (psf)
21 36
6 05
14 17
3.38
Adjustment
1.21
1.21
1.21
1.21
Height Exp
Load (psf) Adjustment
15.90 1.21
10 50 1.21
Height Exp
Load (psf) Adjustment
19 10
13 04
13.30
9.92
1.21
1.21
1.21
1.21
Height Exp
Load (psf) Adjustment
19 10
10.80
13.30
8 40
1.21
1.21
1.21
1.21
C
100
10 667
18 435
3
1
Adjusted Importance Design
Load (osfl Factor Load (psf)
25 85 1 25 85
7.32 1 7 32
17 15 1 17 15
4 09 1 -4 09
Adjusted Importance Design
Load (psf) Factor Load (psf)
19.24 1 19.24
12.71 1 12.71
Adjusted ImportancE Design
Load (psf) Factor Load (psf)
23 11 1 23 11
15 78 1 15 78
16 09 1 16 09
-12.01 1 -12.01
Adjusted ImportancE Design
Load (osf) Factor Load (psf)
23 11 1 -23 11
13 07 1 13 07
16.09 1 -16 09
10 16 1 -10 16
Pressures for roof angles were interpolated from Table 1609 6.2.1(1) 2003 IBC
If pressure is less than zero use zero (footnote c. Table 1609 6.2 1(1) 2003 IBC)
Positive values are inward acting pressure negative values are outward acting pressure.
Transverse Direction.
1) 25.85 PSF 3 ft 4 8 ft 344
2) 17 15 PSF 10 ft 4.8 ft 831
F= 1175
Longitudinal Direction.
ENTER TOTAL LENGTH OF OPENINGS IN ENDWALL 1 FEET
ENTER TOTAL LENGTH OF OPENING IN ENDWALL 2 FEET
1175
12
575
20
575
8
Lateral Analysis
107 PLF G 133 fc. k
98 PLF �K
1) 19.24 PSF 3 ft 4.8 ft 256
2) 19.24 PSF 1/2 2.6 ft 25
3) 12 71 PSF 4.2 ft 0.2 ft 12
4) 12.71 PSF 4.2 ft 4.8 ft 253
5) 12 71 PSF 1/2 4 4 ft 28
F= 575
29 PLF �O
ENTER TOTAL LENGTH OF OPENING IN SIDEWALL 1 FEET
ENTER TOTAL LENGTH OF OPENING IN SIDEWALL 2
�n`1'�t; FEET
72 PLF
Capacity of 29 aaoe wall steel:
1) 29 gage steel with standard screw patterns 133 PLF
2) 29 gage steel with standard screw pattern plus stitch screws at panel edges. 220 PLF
2�
Timber Iron Erectors 14'x36' Shop
Date and Time 9/1/2006 1 35 31 PM
MCE Ground Motion Conterminous 48 States
Zip Code 98382 Central Latitude 48 006299
Central Longitude -123 088688
Period MCE Sa
(sec) %g)
0.2 122.2 MCE Value of Ss Site Class B
1 0 044 5 MCE Value of S1 Site Class B
Spectral Parameters for Site Class D
0.2 123 4 Sa FaSs Fa 1 01
1 0 069 0 Sa FvS1 Fv 1 55
CI 2.1q) 0 2 3
svi L0 <9) D am
wt SE3 s M ti L S 1 t-e c z.
2 S n5
tL N
(2 6 -3 S4,- 7,5- 3(9' -2 5A-5 14' 2 tS 1 a`)
uos 1r'EELLS
553 4� wind sh�r
3/
Effective
Wind 85
Zone Area
1 10 6.4 I 15.7
1 20 6.1 I 15.4
Roof 1 50 5.4 I 14.8
0 7 1 100 5.1 I 144
degrees 2 10 6.4 I -26.4
2 20 6.1 I -23.6
2 50 5.4 I 19.8
2 100 5.1 I 17 1
3 10 6.4 I 39.7
3 20 6.1 I 32.9
3 50 5.4 I -23.8
3 100 5.1 I 17 1
1 10 9.1 I 14.4
1 20 8.2 I 14.0
Roof 1 50 7.3 I 13.4
7 27 1 100 6.4 I 13.1
degrees 2 10 9.1 I -25.0
2 20 8.2 I -23.0
2 50 7.3 I -20.4
2 100 6.4 I -18.4
3 10 9.1 I -37.0
3 20 8.2 I 34.6
3 50 7.3 I 31.5
3 100 6.4 I -29.0
1 10 14.4 I 15.7
1 20 14.0 I 14.9
Roof 1 50 13.4 I 13.9
27 45 1 100 13.1 I -13.1
degrees 2 10 I 14.4 I 18.4
2 20 14.0 I 17.5
2 50 13.4 I 16.6
2 100 I 13.1 I 15.7
3 10 14 4 18.4
3 20 14.0 17.5
3 50 13.4 I 16.6
3 100 13.1 15.7
4 10 15.7 I 17 1
4 20 15.0 I 16.3
4 50 14.0 I -15.4
Wall 4 100 13.4 I 14.8
4 500 11.7 I 13.1
5 10 15.7 I -21 1
5 20 15.0 I 19.6
5 50 14.0 I 17.8
5 100 13.4 I 16.3
5 500 11.7 I 13.1
71
6.8
62
5.7
71
6.8
62
5.7
71
6.8
62
5.7
10.2
9.3
8.1
71
10.2
9.3
8.1
71
102
9.3
8.1
71
16.1
15.7
15.1
14.6
16.1
15.7
15.1
14.6
16.1
15.7
15.1
14.6
17.7
16.8
15.7
15.0
132
17.7
16.8
15.7
15.0
13.2
90
Basic Wind Speed
100 110 120 130 140 150 170
17.7 I 8.8 I -21.8 I 10.8 I -26.4 I 12.7 I 31.3
172 I 8.3 I -212 I 10.0 I -25.7 I 12.0 I 30.5
16.6 I 7.6 I -20.4 I 92 I -24.8 I 10.9 I -29.5
-16.1 I 7.0 I -20.0 I 8.5 I -24.1 I 10.0 I -28.7
-29.5 I 8.8 I 36.5 I 10.8 I -442 I 12.7 I 52.6
-26.4 I 8.3 I 32.7 I 10.0 I 39.4 I 12.0 I -46.9
-22.3 I 7.6 I -27.5 I 92 I 33.3 I 10.9 I -39.6
19.1 I 7.0 I -23.6 I 8.5 I -28.6 I 10.0 I 34.0
-44.5 I 8.8 I -54.9 I 10.8 I -66.6 I 12.7 I -79.1
-36.9 I 8.3 I -45.5 I 10.0 I -55.1 I 12.0 I -65.6
-26.7 I 7.6 I 33.0 I 92 I -40.1 I 10.9 I -47.6
19.1 I 7.0 I -23.6 I 8.5 I -28.6 I 10.0 I 34.0
16.1 I 12.6 I -20.0 I 15.1 I -24.1 I 18.0 I -28.7
15.7 I 11 4 I 19.4 I 13.8 I -23.5 I 16.5 I -27.8
15.1 9.9 I 18.6 I 12.1 I -22.5 I 14.4 I -26.9
14.6 I 8.8 I 18.0 I 10.8 I -21.9 I 12.7 I -26.0
-28.1 I 12.6 I 34.7 I 15.1 I 42.0 I 18.0 I 50.0
-25.9 I 11 4 I 31.9 I 13.8 I 38.6 I 16.5 I -46.0
-22.9 I 9.9 I -28.2 I 12.1 I 34 1 I 14.4 I -40.7
-20.6 I 8.8 I -25.4 I 10.8 I 30.9 I 12.7 I 36.7
-41.5 I 12.6 51.3 I 15.1 I -62.1 I 18.0 I -73.8
38.8 I 11.4 -47.9 I 13.8 I 58.0 I 16.5 I -69.1
35.2 I 9.9 -43.6 I 12.1 I 52.6 I 14.4 I -62.7
I 8.8 -402 I 10.8 I -48.6 I 12.7 I -58.0
17.7 I 20.0 I -21.8 I 24.1 I -26.4 I 28.7 I -31.3
I 19.4 I -20.7 I 23.5 I -25.0 I 27.8 I -29.8
32.5
16.7
15.5 I 18.6 I 19.2 I 22.5 I -232 I 26.9 I -27.6
I 14.6 I 18.0 I 18.0 I 21.9 I -21.9 I 26.0 I -26.0
I -20.6 I 20.0 -25.4 241 30.9 I 28.7 I -36.7
19.7 I 19.4 -24.3 23.5 -29.4 I 27.8 I 35.1
I 18.5 I 18.6 I -22.9 22.5 I -27.7 I 26.9 I 32.9
I 17.7 I 18.0 I -21.8 I 21.9 I -26.4 I 26.0 I -31.3
I -20.6 I 20.0 I -25.4 I 24.1 I -30.9 I 28.7 I 36.7
I 19.7 I 19.4 I -24.3 I 23.5 I -29.4 I 27.8 I 35.1
18.5 I 18.6 I -22.9 I 22.5 I -27.7 I 26.9 I 32.9
17.7 I 18.0 I -21.8 I 21.9 I -26.4 I 26.0 I -31.3
19.1 I 21.8 I -23.6 I 26.4 I -28.6 I 31.3 I 34.0
18.3 I 20.8 I -22.6 I 25.2 I -27.3 I 29.9 I -32.5
17.3 I 19.5 I -21.3 I 23.6 I -25.8 I 28.1 I 30.7
16.5 I 18.5 I -20.3 I 22.4 I -24.7 I 26.6 I -29.3
14.6 I 16.2 I 18.0 I 19.6 I -21.9 I 23.4 I -26.0
-23.6 I 21.8 I -292 I 26.4 I -352 I 31.3 I -42.0
-22.0 I 20.8 I -27.2 I 252 I 32.9 I 29.9 I 39.2
-20.0 I 19.5 I -24.6 I 23.6 I -29.8 I 28.1 I -35.5
18.3 I 18.5 I -22.6 I 22.4 I -27.3 I 26.6 I 32.5
14.6 I 16.2 I 18.0 I 19.6 I -21.9 I 23.4 I -26.0
15.0
14.0
12.8
11.9
15.0
14.0
12.8
11.9
15.0
14.0
12.8
11.9
212
19.4
16.8
15.0
212
19.4
16.8
15.0
21.2
19.4
16.8
15.0
33.6
32.7
31.5
30.5
33.6
32.7
31.5
30.5
33.6
32.7
31.5
30.5
36.8
35.1
32.9
31.3
27.5
36.8
35.1
32.9
31.3
27.5
36.8
35.8
34.6
33.6
-61.7
552
-46.5
39.9
-92.9
-77.0
55.9
-39.9
-32.7
31.5
30.5
-58.6
-54.0
-47.7
-43.1
-86.6
-81 1
-73.6
-68.0
-36.8
17.3
16.2
14.9
13.8
17.3
16.2
14.9
13.8
17.3
162
14.9
13.8
33.6 24.6
22.4
19.5
17.3
24.6
22.4
19.5
17.3
24.6
22.4
19.5
17.3
39.1
35.0 38.0
32.4 36.5
30.5 35.5
-43.1 39.1
-41 1 38.0
38.7 36.5
36.8 35.5
-43.1 39.1
-41 1 38.0
-38.7 36.5
36.8 35.5
39.9 42.7
382 40.8
36.1 38.2
34 4 36.3
30.5 31.8
-49.2 I 42.7
-46.0 I 40.8
-41.5 38.2
-38.2 I 36.3
-30.5 I 31.8
-42.7
-41.6
-40.2
39.1
-71.6
-64.0
-53.8
-462
107.7
-89.3
-64.7
-46.2
39.1
38.0
-36.5
35.5
-68.0
-62.6
55.3
-49.9
100.6
-94.0
-85.3
-78.8
-42.7
-40.5
37.6
35.5
-49.9
-47.7
-44.9
-42.7
-49.9
-47.7
-44.9
-42.7
-462
-44.4
-41.9
39.9
35.5
57 1
53.2
-48.2
-44.4
35.5
20.0
18.6
17 1
15.7
20.0
18.6
171
15.7
20.0
18.6
17 1
15.7
282
25.8
22.4
20.0
28.2
25.8
22.4
20.0
28.2
25.8
22.4
20.0
44.8
43.6 -46.5 I 56.0
41.9 -43.2 53.8
40.7 -40.7 52.3
44.8 -57.2 57.6
43.6 54.8 56.0
41.9 51 4 53.8
40.7 -49.0 52.3
44.8 -57.2 I 57.6
43.6 54.8 I 56.0
41.9 51 4 I 53.8
40.7 -49.0
49.0
46.8
43.8
41.6
36.5
49.0
46.8
43.8
41.6
36.5
-49.0
-47.7
-46.1
-44.8
-822
-73.4
-61.8
53.1
123.7
102.5
-74.4
-53.1
-44.8 I 36.3
-43.6
-41.9
-40.7
-78.0
-71.8
-63.5
25.5
24.0
21.9
20.2
25.5
24.0
21.9
202
25.5
24.0
21.9
20.2
33.0
28.8
25.5
36.3
33.0
28.8
57.2 I 25.5
115.4 36.3
-107.9 33.0
-98.0 I 28.8
-90.5 I 25.5
-49.0 I 57.6
53.1
50.9
-48.0
-45.7
-40.7
-65.6
-60.7
55.3
50.9
-40.7
52.3
62.9
60.0
56.4
53.5
46.9
62.9
60.0
56.4
53.5
46.9
4/
-62.9
-61 3
59.2
57.6
105.5
-94.4
-79.5
-68.2
158.9
131.5
-95.5
-682
57.6
56.0
53.8
52.3
100.2
-92.2
-81.6
-73.6
148.2
138.5
125.8
116.2
-62.9
59.7
55.4
52.3
-73.6
70.3
-66.1
-62.9
-73.6
-70.3
-66 1
-62.9
-68.2
-65.5
-61.7
58.8
52.3
-84.2
-78.5
-71.0
-65.5
52.3
WL 16.2 PSF
Moment w1 1829 ft-lb
DL =5 PSF SL PSF
SL +DL 30 PSF 10
Footings:
Downward.
2100
2400
458
1264
Sidewall Column Design
Enter Truss Spacing OC
1 15 Allowable Increase for Snow
1050
908.5 /bolt
1 16
162 1 PLF
7 2100
Load Combinations
0 6DL WL
DL +0 75SL +0 75WL
DL +SL
Soil Bearing Capacity ,00: PSF
20% Increase Allowed per foot of depth below 1
12 7 Diameter
Connections.
Uplift: Overhang Length feet
1309PSF OC* 7 458#
Use 5/8" P bolts with a capacity of 9 bolt
1 6 Allowable Increase for Wind
0.36 Use 1 Bolt Per Truss to Post Connection
Use 1 Bolts per Bearing Block
1.27 PM 9/1/2006
Timber Iron Erectors 36x14 Shop
9.5' Sidewall Columns 0.6DL +WL
Bending
width (b)or (d
depth (d) or (d
length (1 or (l
length (1 or (1
Moment (M)
E_
Actual Bending Stress
f (6 *M) /(b *(d ^2))
4 inches
6 inches
114 inches
24 inches
1829 14 ft*Ib
1100000 psi
Theoretical Bending Capacity
F'b= FbCDCMCiCLCFCVCfuCiCrCcCf
F
CD
C
Ct
CL
CF
Cv
C fu
Ci
Cr
Cc
Cr
675
16
1
1
0 984
1
1
1
1
1
1
1
duration
moisture
temperature
stability
size
volume
fiat use
incision
repetitive member
curvature
form
(weak axis depth)
(strong axis depth)
(strong axis unsupported length)
(weak axis unsupported length)
(modulus of elasticity)
914.571 psi pg 16 2001 nds
1062:653 psi
Tables
pg 9
pg 53
pg 9
pg 15 (see below)
pg 50
pg 34 (see below)
pg 53
pg 2
pg 27
pg 34
pg 15
C and Cv cannot be used at the same time. Use the smaller of the two and the larger is to 1
C ((1 +(FbE /Fb 1 9)- (sUrt((( +(FbE /Fb 1 9 2 ((FbE /Fb 0 95
KbE
le
0 300
203 820
l lu1 /d1
(chose higher one) lu2Id2
C K 21 /L) ^(1/()) *(((12/d) "(1/x)) 5 251b)"(1 ix))
K 1
L= 95
x 10 (20 for SYP 10 for everything else)
19
6
1 189
from
Figure 3G
pg 18
2001 nds
Stress Ratio 0 8606
2001 sup
2001 nds
2001 sup Table 4F
2001 nds
2001 nds
2001 sup Table 4E
2001 nds
2001 sup Table 4F
2001 nds
2001 nds
2001 nds
2001 nds
0'984
Fb
E'
l u to find l
R 2
a
FbE
1080 0
1100000 0
114
764
43175
(if greater than 1 0 use 1 0)
(for Glue Lam. Only)
1.27 PM 9/1/2006
Deflection
Allowable (U360)= 0 3167
Allowable (U240)= .0 4750
Allowable (U180)= 0.6333
Capacity (5w11`4)/(384E1)
Capacity (PL ^3)/(48EI)
w ratio
L/360 stress ratio 1 18
L/240 stress ratio 0 79
L/180 stress ratio 0.59
L/120 stress ratio .0 39
L/90 stress ratio 0 30
L/600 stress ratio 1 9746418
L/480 stress ratio 1.5797134
Deflection L/ 304
w=
P=
1=
must be less than allowable
0.
0
0:
0
total load
162.14
0
72
03.752 uniform load
0 point load midspan
P ratio
0
plf
lbs
in ^4
(live load floor)
(total load floor live load roof)
(total load roof)
(total load roof)
(total load roof)
live load
162 14
0
72.
live load only
0 38:
0
w ratio
1 18
0 79
059
0 39
0.30
1 9746418
1.57971344
P ratio
0
0
0:
0
0
1:27 PM 9/1/2006
Timber Iron Erectors 36x14 Shop
9 5' Sidewall Columns 0.6DL +WL
Compression
width (b)or (d
depth (d) or (d
length (I
length (1
Area 24 inches
Force 210 0 lb
E 1100000 psi
Ke 1
Effective length (I,
Effective length (l
Actual Compression
fc Force /Area
Theoretical Compression Capacity
F' F CD Cm c CF C
F
CD
CM
C1=
CF
Ci
CT=
C
enter values
K
c
l
500
1 15
1
1
1
1
1
0 8232
iding and Axial Compression
(fJFC') +ftJ(Fe
4 inches
6 inches
114 inches
24 inches
114 inches
24 inches
duration
moisture
temperature
size
incision
8 750 psi
(weak axis depth)
(strong axis depth)
(strong axis unsupported length)
(weak axis unsupported length)
(modulus of elasticity)
473 3404 psi
11360 17 lbs
Tables
pg 9
pg 53
pg 9
pg 25
pg 27
pg 29
pg 19 (see below)
C ((1 +(Fc /Fc /2c)- (sgrt(((1 Fc /Fc /2c) ^2)- ((Fc /Fc /c)))
0 300
08
19 chose the higher between (l /d and (I /d
(used to calculate F
0 87 (must be or to 1 0)
stress rati
from
Figure 3G
pg 18
2001 nds
2001 sup
2001 nds
2001 sup Table 4F
2001 nds
2001 nds
2001 nds
2001 nds
2001 nds
0 8232
calculated
F
E'
l /d
I /d2
FcE1
FcE2
0 018
575
1100000
19
6
914
9167
4
1.27 PM 9/1/2006
Timber Iron Erectors 36x14
9.5' Sidewall Columns DL +O.
Bending
width (b)or (d
depth (d) or (d
length (I or (I
length (1 or (1
Moment (M)
E_
Actual Bending Stress
f (6 *M) /(b *(d ^2))
Fb
CD=
CM
CI
CL
CF
Cv
Chi
C,
C
C
Cr
KbE
l
4
6
114
24
1371 86
1100000
675
16
1
1
0.984
1
1
1
1
1
1
1
0 300
203 820
Shop
75SL +0.75WL
inches
inches
inches
inches
ft*lb
psi
Theoretical Bending Capacity
F' F
-685 928 psi
duration
moisture
temperature
stability
size
volume
flat use
incision
repetitive member
curvature
form
C and C cannot be used at the same time. Use the smaller of the two and the larger is to 1
C ((1 +(F /F *))/1 9 (sgrt((( 1 +(FbE /Fb 1 9 ^2 ((FbE /Fb 0 95
IJd luf /d1
(chose higher one) lug /d2
C K 21 /L) ^(1/x)) *(((12/d) ^(1/x)) *(((5 125/b) ^(1 /x))
K
L=
x=
1
(weak axis depth)
(strong axis depth)
(strong axis unsupported length)
(weak axis unsupported length)
(modulus of elasticity)
1062.653 psi
Tables
pg 9
pg 53
pg 9
pg 15 (see below)
pg 50
pg 34 (see below)
pg 53
pg 27
pg 27
pg 34
pg 15
95
10 (20 for SYP, 10 for everything else)
1 189
from
Figure 3G
pg 18
2001 nds
pg 16 2001 nds
0:984.
Stress Ratio 0.6455
2001 sup
2001 nds
2001 sup Table 4F
2001 nds
2001 nds
2001 sup Table 4E
2001 nds
2001 sup Table 4F
2001 nds
2001 nds
2001 nds
2001 nds
Fb
E'
I find l
19 RB
6 FbE
1080 0
1100000 0
114
76 4
4317 5
(if greater than 1 0 use 1 0)
(for Glue Lam. Only)
1 :27 PM 9/1/2006
Timber Iron Erectors 36x14
9.5' Sidewall Columns DL +O
Compression
width (b)or (d
depth (d) or (d
length (I,)
length (12)
Area
Force
E=
Ke
4
6
114
24
24
1662.5
1100000
1
Effective length (I, 114
Effective length (l 24
Actual Compression
fc Force /Area
Theoretical Compression Capacity
F',= F CD CM Ct CF C1 C
F
Co
CM
Ct
CF
Ct
CT=
C
enter values
KcE
c
l
500
1 15
1
1
1
1
1
0.8232
ding and Axial Compression
(fdFc fb/(Fb (fc /FcE)))
Shop
75SL +0.75WL
inches
inches
inches
inches
inches
lb
psi
inches
inches
duration
moisture
temperature
size
incision
69.271 psi
(weak axis depth)
(strong axis depth)
(strong axis unsupported length)
(weak axis unsupported length)
(modulus of elasticity)
473.3404 psi
1136017 lbs
Tables
pg 9
pg 53
pg 9
pg 25
pg 27
pg 29
pg 19 (see below)
C, ((1 +(Fc /Fc /2c)- (sgrt(((1 Fc /Fc /2c) 2)- ((FcE /Fc /c)))
0 300
08
19 chose the higher between (l /d,) and (l
(used to calculate F
072. (must be <or =to 1 0)
from
Figure 3G
pg 18
2001 nds
stress rati 0.146
2001 sup
2001 nds
2001 sup Table 4F
2001 nds
2001 nds
2001 nds
2001 nds
2001 nds
0 8232
calculated
F
E'
l /d2
FcE1
FcE2
57.5
11.00000
1.9
6
'91:4
9167
[V
1.27 PM 9/1/2006
Timber Iron Erectors 36x14 Shop
9 5' Sidewall Columns DL +SL
Compression
width (b)or (d
depth (d) or (d,)
length (l,)
length 02)
Area
Force
E_
Ke
Effective length (I
Effective length (l
Actual Compression
fc Force /Area
4 inches
6 inches
114 inches
24 inches
24 inches
2100 0 lb
1100000 psi
1
Theoretical Compression Capacity
F'= F C CDCMCtCFC;CP
F
CD
CM
CI
CF
C
CT=
C
enter values
K
C
l
500
1 15
1
1
1
1
1
0 8232
-ding and Axial Compression
(fJF,' +f e/(Fe
114 inches
24 inches
duration
moisture
temperature
size
incision
87 500 psi
(weak axis depth)
(strong axis depth)
(strong axis unsupported length)
(weak axis unsupported length)
(modulus of elasticity)
473.3404 psi
11360 17 lbs
Tables
pg 9
pg 53
pg 9
pg 25
pg 27
pg 29
pg 19 (see below)
C ((1+( FC Fc*))f 2c)-( sgrt((( 1+( FcE /Fc /2c) 2) ((FcE /Fc /c)))
0 300
08
19 chose the higher between (l /d,) and (I
(used to calculate F
0 03 (must be or to 1 0)
0 8232
from
Figure 3G
pg 18
2001 nds
stress rati. 0 185.
2001 sup
2001 nds
2001 sup Table 4F
2001 nds
2001 nds
2001 nds
2001 nds
2001 nds
calculated
F
E'
let /d�
l
FcEI
FCE2
575
1100000
19:
914
91.67
It
l
f
1:27 PM 9/1/2006
Timber Iron Erectors 36x14 Shop
9.5' Endwall Columns DL +SL +WL
Bending
width (b)or (d
depth (d) or (d
length (I t or (1,
length (1 or (1
Moment (M)
E_
Actual Bending Stress
f (6 *M) /(b *(d 2)) 914 500 psi
Theoretical Bending Capacity
Fi F b C CM Ct C CF Cv Cr C; Cr Cc Cr
Fb
CD
CM
Ct
CF
Cv
Cru
Ci
C
C
CI
K
L=
x=
KbE
l
4 inches
6 inches
114 inches
24 inches
1829 00 fib
1100000 psi
675
16
1
1
0 984
1
1
1
1
1
1
1
0 300
203 820
duration
moisture
temperature
stability
size
volume
flat use
incision
repetitive member
curvature
form
ljd lit /d1
(chose higher one) 1 u2/d2
C K *(((21/L)' (1/x)) *(((12/d) (1/x)) *(((5 125/b) ^(1/x))
(weak axis depth)
(strong axis depth)
(strong axis unsupported length)
(weak axis unsupported length)
(modulus of elasticity)
1062.653 psi
Tables
pg 9
pg 53
pg 9
pg 15 (see below)
pg 50
pg 34 (see below)
pg 53
pg 27
pg 27
pg 34
pg 15
C ((1 +(F /F *))/1 9 (sgrt((( +(FbE 1 9 ^2 ((FbE /Fb 0 9 5)))
1
9.5.
10 (20 for SYP 10 for everything else)
1 189
0 984
from
Figure 3G
pg 18
2001 nds
pg 16 2001 nds
Stress Ratio 0.8606
2001 sup
2001 nds
2001 sup Table 4F
2001 nds
2001 nds
2001 sup Table 4E
2001 nds
2001 sup Table 4F
2001 nds
2001 nds
2001 nds
2001 nds
C and C cannot be used at the same time. Use the smaller of the two and the larger is to 1
Fl„*_
E'
l„to find l
19. R
FbE
1080 0
1 :1 :00000 0
114
76 4
4317 5
(if greater than 1 0 use 1 0)
(for Glue Lam. Only)
1:27 PM 9/1/2006
Deflection
Allowable (L/360)= 0 3167
Allowable (L/240)= 04750
Allowable (L/180)= 0 6333
Capacity (5wL ^4)/(384EI)
Capacity (PL^3) /(48El)
w ratio
U360 stress ratio 0 98
U240 stress ratio 0 65
L/180 stress ratio 0 49
U120 stress ratio 0 33
L/90 stress ratio 0.24
L/600 stress ratio 1 6319354
L/480 stress ratio 1 3055483
Deflection L/ 368
w=
P=
I=
must be less than allowable
total load
134 00
0
72
0 3101 uniform load
0 point load midspan
P ratio
0
0
0
0
0
plf
lbs
inA4
(live load floor)
(total load floor live load roof)
(total load roof)
(total load roof)
(total load roof)
live load
134 00
0
72.
live load only
031
0
w ratio
098
0.65
049
0 33
:0.24
1 63193537
1.3055483
P ratio
0
0.
0
0
0
I�'
1:27 PM 9/1/2006
Timber Iron Erectors 136x14 Shop
9.5' Endwall Columns DL +SL +WL
Compression
width (b)or (d
depth (d) or (d
length (1 114 inches
length (1 24 inches
Area 24 inches
Force 1800 0 lb
E 1100000 psi
Ke 1
Effective length (I,
Effective length (l
Actual Compression
fc Force /Area
F
CD
C
Ct
CF
Ci
CT=
Cp
enter values
KcE
c
l
500
1 15
1
1
1
1
1
08232
Kling and Axial Compression
(f /Fc +fb/(Fb'(1-(fc/FcE)))
4 inches
6 inches
114 inches
24. inches
Theoretical Compression Capacity
F' F c CDCMC1CFC1Cp
duration
moisture
temperature
size
incision
75 000 psi
(weak axis depth)
(strong axis depth)
(strong axis unsupported length)
(weak axis unsupported length)
(modulus of elasticity)
473.3404 psi
1:136017 lbs
Tables
pg 9
pg 53
pg 9
pg 25
pg 27
pg 29
pg 19 (see below)
C ((1+(Fc /Fc /2c) sqrt((( 1+( FcE /Fc /2c) 2) ((FcE /Fc /c)))
0 300
08
19 chose the higher between (l /d and /d2)
(used to calculate F
0 96 (must be or to 1 0)
stress rati
0'8232.
from
Figure 3G
pg 18
2001 nds
2001 sup
2001 nds
2001 sup Table 4F
2001 nds
2001 nds
2001 nds
2001 nds
2001 nds
0158:
calculated
F
E'
lei /di
l /d
FcEI
FcE2
575
1100000
19.
6
914
9167
1.28 PM 9/1/2006 GIRT Girls Purlins
WALL GIRT DESIGN.
GIRT SPACING 32 (in)
POST SPACING 10 (ft)
DESIGN LOAD 22.6 (psf)
CH= 1.5
BENDING
LOAD DURATION Cd
SIZE FACTOR Cf
FLAT USE FACTOR Cfu
REPETITIVE USE Cr
F'b Fb(Cd *CL *Cfu *Cr)
SHEAR
V =wL /2=
fv= 3 *V /2 *A=
Fv' Fv *Cd *CH
w 60.27 (plf)
Mmax 9040 (in -lbs)
fb 1195 (psi)
DEFLECTION
delta allowable L /120=
delta maximum
301 (Ibs)
37 (psi)
360 (psi)
THEREFORE USE.
LUMBER TYPE.
hf#2
Fb 850 (psi)
Fv 150 (psi)
E 1.3 (psi/le6)
actual bending stress
16
1.3 MSR SYP 1 0
1 00 OTHER SAWN 1.3
1 00
1768 (psi) allowable bending stress
actual shear
allowable shear
1 00 (in)
0.50 (in) (1 -span)
CONNECTION
IF GIRTS ARE FLAT ON POSTS USE.
LUMBER DIMENSION
2X6e
8.25
7.563
20 8
AREA
Sxx
Ixx
(F flat use E
16d Hardened Steel Ringshank Nails
4 per Post Girt Connection
(note: alternate girt slices at posts)
IF GIRTS ARE ON EDGE BETWEEN POSTS USE pre manufactured joist hangers
or blocking between girts
hJ#2 2X6e 32 O/C
m ^2
in^3
inA4
on edge use)
BENDING
RATIO
0.68
SHEAR
RATIO
010
DEFL.
RATIO
0.50
r�
1.29 PM 9/1/2006 PURLIN Girts Purlins
ROOF PURLIN DESIGN.
PURLIN SPACING 24 (in)
PURLIN SPAN 10 (ft) PITCH I RAD
ROOF DEAD LOAD 5 (psf) 4 I 0.322
ROOF SNOW LOAD 25 (psf)
ROOF WIND LOAD 34 7 (psf) area without discontinuity
SHEAR
Fb
Fv
E=
LUMBER TYPE. hf#2
850
150
1.3
SNOW LOAD
wt snow dead/cos 5 05
Mxx wt cos L ^2 8 9081 (m -lbs)
fbxx Mxx Sxx 1201 (psi)
Cd 1 15 Cr 1 15
Cf 1.30 Cfu 1 00
Fbxx' 1461 (psi)
SNOW BENDING RATIO fbxx Fbxx' 0.82
Cd
design load w
purlin end reaction
DEFLECTION
design load (pli)
(psi)
(psi)
(psi/le6)
THEREFORE USE. hf#2
(pli)
1 15
5 05 (pli)
303 (Ibs)
2x6e
CH=
F'v
fv
CONNECTION
IF PURLINS ARE ON EDGE BETWEEN TRUSSES USE
IF PURLINS ARE ON EDGE ON TOP OF TRUSSES USE
IF PURLINS ARE FLAT ON TOP OF TRUSSES USE
PURLIN DIMENSION* 2x6e
(F flat use E on edge use)
DIM. I AREA I Sxx I Ixx
2x6e I 8.25 I 7.563 I 20 8
WIND LOAD
wxx wind dead/cos 4.99
Mxx wxx L ^2 8 8987 (in -lbs)
fbxx Mxx Sxx 1188
Cd 1 60 Cr 1 15
Cf 1.30 Cfu 1 00
Fbxx' 2033 (psi)
WIND BENDING RATIO fbxx Fbxx' 0.58
1.333
229.9 (psi)
55 0 (psi)
delta allowable L/180
5 05 delta max. 5wL ^4/384EI
delta max. wL^4 /185EI
DEG I COS I SIN
18 4 I 0.949 I 0.316
(pli)
(psi)
RATIO
0.24
0 67 (in) RATIO
0.50 (in) (1 -span) 0 76
0.21 (in) (2 -span) 0.31
pre manufactured joist hangers
(1) -60d ringshank nail per truss, overlap purlins lft. Min
each side of truss and nail purlin splices with (3) -16d nails
(2) -16d rmgshank nail per truss, use blocking
on side of truss for nailing surface
24 O/C
��l