Specification

32
%RLVH&DVFDGH(:3(DVWHUQ6SHFL¿HU*XLGH
VERSA-LAM
®
1.8 2750 Columns
VERSA-STUD
®
1.7 2650
Product
Bending
F
b
[psi]
Compression
Parallel to Grain
F
c
[psi]
Modulus of
Elasticity
E [psi]
Horizontal
Shear
F
v
[psi]
VERSA-STUD
®
    
Spruce Pine Fir (North) # 1 / 2 Grade 875 1150 1,400,000 135
Hem-Fir # 2 Grade 850 1300 1,300,000 150
Western Woods # 2 Grade 675 900 1,000,000 135
Allowable Design Values
Notes:
• Design values are for loads applied to the narrow face of the studs.
• Dimension lumber values taken from 2005 Edition, NDS Design
Values for Wood Construction (per 2006 IBC/IRC).
• Repetitive member and size factors have not been applied.
For further design information, please see VERSA-STUD
®
1.7 2650
Eastern Tall Wall Guide.
Column
Length
[ft]
Allowable Axial Load (lb)
3½" x 3½" ò[Ǫ 3½" x 5¼" 3½" x 5½" 3½" x 7"
100% 115% 125% 100% 115% 125% 100% 115% 125% 100% 115% 125% 100% 115% 125%
4 15,265 16,750 17,650 19,100 20,950 22,070 22,920
25,150
26,500 24,020 26,350 27,770 30,570 33,545 35,345
5 12,830 13,770 14,320 16,050 17,220 17,910 19,260 20,670 21,505 20,185 21,660 22,530 25,690 27,580 28,680
6 10,580 11,190 11,540 13,240 13,990 14,440 15,890 16,800 17,335 16,645 17,605 18,165 21,190 22,410 23,120
7 8,745 9,160 9,400 10,940 11,460 11,760 13,130 13,760 14,120 13,755 14,410 14,795 17,510 18,350 18,835
8 7,295 7,590 7,765 9,120 9,490 9,710 10,950 11,400 11,660 11,475 11,945 12,215 14,610 15,210 15,555
9 6,155 6,375 6,500 7,700 7,970 8,130 9,245 9,575 9,765 9,685 10,030 10,230 12,330 12,770 13,025
10 5,250 5,415 5,510 6,570 6,770 6,890 7,885 8,135 8,280 8,260 8,525 8,675 10,520 10,850 11,040
11 4,525 4,655 4,730 5,660 5,820 5,910 6,795 6,990 7,100 7,120 7,325 7,440 9,065 9,325 9,475
12 3,935 4,040 4,095 4,920 5,050 5,120 5,910 6,065 6,150 6,195 6,355 6,445 7,885 8,090 8,210
13 3,455 3,535 3,580 4,320 4,420 4,480 5,185 5,310 5,380 5,435 5,565 5,635 6,920 7,080 7,175
14 3,050 3,120 3,155 3,820 3,900 3,950 4,585
4,685
4,740 4,805 4,905 4,965 6,115 6,250 6,325
3½" x 7¼" 5¼" x 5¼" 5¼" x 5½" 5¼" x 7" 5¼" x 7¼"
100% 115% 125% 100% 115% 125% 100% 115% 125% 100% 115% 125% 100% 115% 125%
4 31,670 34,750 36,625
5 26,615 28,560 29,705
6 21,950 23,215 23,950 34,355 37,695 39,715 36,010 39,495 41,610
7 18,140 19,005 19,505 30,700 33,170 34,625 32,165 34,750 36,280
8 15,135 15,755 16,110 27,095 28,910 29,975 28,390 30,295 31,405 36,160 38,590 40,000 37,450 39,960 41,420
9 12,770 13,225 13,490 23,815 25,180 25,980 24,950 26,385 27,220 31,770 33,600 34,670 32,910 34,800 35,910
10 10,895 11,240 11,440 20,950 22,005 22,620 21,950 23,060 23,700 27,950 29,360 30,190 28,960 30,420 31,260
11 9,390 9,660 9,810 18,500 19,340 19,820 19,385 20,260 20,770 24,690 25,810 26,450 25,570 26,720 27,400
12 8,170 8,380 8,500 16,420 17,085 17,475 17,200 17,910 18,305 21,910 22,800 23,320 22,690 23,620 24,150
13 7,165 7,335 7,430 14,640 15,185 15,500 15,340 15,910 16,240 19,540 20,270 20,680 20,230 20,990 21,430
14 6,335 6,470 6,550 13,120 13,570 13,830 13,750 14,220 14,490 17,510 18,110 18,460 18,140 18,760 19,110
15 11,820 12,195 12,405 12,385 12,775 13,000 15,770 16,270 16,560 16,330 16,850 17,150
16 10,690 11,005 11,185 11,200 11,530 11,720 14,270 14,690 14,930 14,780 15,210 15,460
17 9,715 9,980 10,135 10,180 10,460 10,620 12,960 13,320 13,520 13,420 13,790 14,010
18 8,860 9,090 9,220 9,285 9,525 9,660 11,820 12,130 12,300 12,250 12,560 12,740
19 8,110 8,310 8,420 8,500 8,705 8,825 10,820 11,090 11,240 11,210 11,480 11,640
20 7,455 7,625 7,720 7,810 7,990 8,090 9,950 10,170 10,300 10,300 10,540 10,670
21 6,870 7,020 7,105 7,195 7,355 7,445 9,170 9,370 9,480 9,490 9,700 9,820
22
Allowable Design Stresses
Notes
1) Table assumes that the column is braced at column ends only. Effective
column length is equal to actual column length.
2) Allowable loads are based upon one-piece (solid) column members used
in dry service conditions. Contact project's design professional of record
or Boise Cascade EWP Engineering for multi-piece column design.
3) Allowable loads are based on an eccentricity value equal to 0.167
multiplied by either the column thickness or width (worst case).
4) Allowable loads are based on axial loaded columns using the design
SURYLVLRQVRIWKH1DWLRQDO'HVLJQ6SHFL¿FDWLRQIRU:RRG&RQVWUXFWLRQ
(NDS), 2005 edition. For side or other combined bending and axial
loads, see provisions of NDS, 2005 edition.
5) Load values are not shown for short lengths due to loads exceeding
common connector capacities. Load values are not shown for longer
lengths if the controlling slenderness ratio exceeds 50 (per NDS).
6) Lateral loads (wind loading) are not considered in this table.
Modulus of Elasticity: E = 1.8 x 10
6
psi
Bending: Parallel to Gluelines (Beam): F
b
= 2750*(12/d)
1/9
psi
Perp to Gluelines (Plank):
F
b
= 2500*(12/d)
1/9
psi
Compression Parallel to Grain:
F
cll
= 3000 psi
Compression Perpendicular to Grain:
Parallel to Gluelines (Beam):
F
c
ll
= 750 psi
Perp to Gluelines (Plank): F
c
ŏ
= 450 psi
Tension Parallel to Grain:
F
t
= 1650 psi