DESIGN VALUE TABLES
8
8-1
BASE VALUE EQUATIONS* BASE VALUE EQUATIONS KK &% Q[& Q %\ ' [ [ Size Routine Base x Adjustment x Adjustment x Special Use Factors = Design Value Factor Factors Value Fb Ft Fv FcA Fc// E
x x
CF CF
x x x
CD x Cr CD CD x Cv
x
CF
x
CD
x CM x CR x C1 x Cfu x CM x CR x C1 x CM x CR x C1 x CM x CR x C1 x CM x CR x C1 x CM x CR x C1
= = = = = =
F’b F’t F’v F’cA F’c// E’
For FCA value of 0.02* deformation basis, see Table F. Note: CF = Size Factor Cr = Repetitive Member Factor Cv = Horizontal Shear CD = Duration of Load Cfu = Flat Use Factor
CM = Wet Use Factor CR = Fire Retardant Factor, refer to the National Design Specification Ct = Temperature Factor, refer to the National Design Specification
* These equations are for the use of the Adjustment Factors A through G. Adjustment Factor Tables A through G are for use with the Base Values in Tables 1 and 2.
DIMENSION LUMBER ADJUSTMENT FACTORS SIZE FACTORS (CF)
TABLE A
Apply to Dimension Lumber Base Values
Grades
8 10
Select Structural, No. 1, No. 2 & No. 3
Construction & Standard Utility Stud
Nominal Width (depth)
Fb 2”& 3” 4” thick thick nominal nominal
Ft
Fc//
Other Properties
4” & less 5” 6” 8” 10” 12” 14” & wider 4” & less
1.5 1.4 1.3 1.2 1.1 1.0 0.9 1.0
1.5 1.4 1.3 1.3 1.2 1.1 1.0 1.0
1.5 1.4 1.3 1.2 1.1 1.0 0.9 1.0
1.15 1.1 1.1 1.05 1.0 1.0 0.9 1.0
1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
2” & 3” 4” 4” & less 5” & 6” 8” & wider
0.4 1.0 1.1 1.0
— 1.0 1.1 1.0
0.4 1.0 1.1 1.0
0.6 1.0 1.05 1.0
1.0 1.0 1.0 1.0
use No. 3 grade Base Values and Size Factors
8-2
REPETITIVE MEMBER FACTOR (Cr)
TABLE B
KK & [ @b
Where 2” to 4” thick lumber is used REPETITIVE repetitively, such as for joists, studs, MEMBER USE rafters and decking, the pieces side by side share the load and the strength of th entire assembly is enhanced. Therefore, where three Fb X 1.15 or more members are adjacent or are not more than 24” apart and are joined by floor, roof or other load distributing elements ` @b value can be increased 1.15 for repetitive member use. DURATION OF LOAD ADJUSTMENT (CD)
TABLE C
KK & [ [
Wood has the property of carrying substantially greater maximum loads for short durations than for long durations of loading. Tabulated design values
KK Q '% ' & Q O@ F '[ Q KK ' @cA). LOAD DURATION
FACTOR
Permanent Ten Years (Normal Load) Two Months (Snow Load) Seven Day Q Ten Minutes (Wind and Earthquake Loads) Impact
0.9 1.0 1.15 1.25 ! ## 1.6 2.0
Conform load requirements with local codes. Refer to & &Q_ $ [ ' ` & Q [&_Q Specification for high-temperature or fire-retardant treated adjustment factors.
10-18-3
8
HORIZONTAL SHEAR ADJUSTMENT (Cv)
TABLE D
KK @v [
Horizontal shear values published in Table 1 and 2 are based upon the maximum degree of shake, check or split that might develop in a piece. When the actual size of these characteristics is known, the following adjustments may be taken. 2” THICK LUMBER @ ' F Q+ Q& QF ` tables below may be used to determine horizontal shear values for any grade of 2” thick lumber in any species when the length of split or check is known:
3” and THICKER LUMBER Horizontal shear values for 3” and thicker lumber also are established as if a piece were split full length. When specific lengths of splits are known and any increase in them is not anticipated, the following adjustments may be applied:
When length of split on wide face is:
Multiply Tabulated Fv value by:
When length of split on wide face is:
Multiply Tabulated Fv value by:
No split 1/2 x wide face 3/4 x wide face 1 x wide face or more
2.00 1.67 1.50 1.00
No split 1/2 x narrow face 1 x narrow face 11/2 x narrow or more
2.00 1.67 1.33 1.00
FLAT USE FACTORS (Cfu) KK & [ @
TABLE E
b
8 10
NOMINAL WIDTH 2” & 3” 4” 5” 6” 8” 10” & wider
NOMINAL THICKNESS 2” & 3”
4”
1.00 1.10 1.10 1.15 1.15 1.20
– 1.00 1.05 1.05 1.05 1.10
8-4 10-1
ADJUSTMENTS FOR COMPRESSION PERPENDICULAR TO GRAIN (CcA)
TABLE F
* ' * '% & Q [&[ * " " Â… KK Â @FA [
[&_Q + [ * ' F %K' [[& Q K 'K Q &F ' _' &Q O@cA) are established in accordance with the procedures set forth in ASTM Standards D2555 and D245. ASTM procedures consider deformation under bearing loads as a serviceability limit state comparable to bending deflection because bearing loads rarely cause structural failures. Therefore, ASTM procedures for determining compression perpendicular to grain values are based on a deformation of 0.04� and are considered adequate for most classes of structures. Where most stringent measures need to be taken in design, the following formula permits the designer to adjust design values to a more conservative deformation basis of 0.02�.
Y02 Â&#x; " # ;04  ‚" “ — @[ ;04 Â&#x; ## Y02 Â&#x; " # O## V  ‚" Â&#x; " [& WET USE FACTORS (CM) KK  &Â’ ‡ ‘ [ [
TABLE G
The recommended design values shown in the accompanying tables are for applications where the moisture content of ` / [ Q F !~˜ @ ' [ F Q & & Q[ /` ' the moisture content of dimension lumber will exceed 19%, ` > [ ‘ [ % Q @ F '[ \ / ' ' F %% Q — PROPERTY @\ @ @F•• @+ @FA E
ADJUSTMENT FACTOR
' % @&\ ' ' [[ &Q Q &Q_ Q[& Q ' 5' &Q $ %K' [[& Q ' 5' &Q ? '&Â’ Q ` ' Compression Perpendicular to Grain Modulus of Elasticity
" € ! "€ " €€ " ~ 0.67 0.9
€ @&\ ' ' [[ &Q Q &Q_ > [ @ F ' ! " * ' [&’ ‡ adjusted @\ Q F &Q_ !! " K[& €€ $ %K' [[& Q ' 5' &Q &Q > [ @ F ' ! " * ' [&’ ‡ ‘ [ @F Q F &Q_ " K[&
10-18-5
8
@O[V€€ (Eastern Spruce Red Pine Jack Pine Balsam Fir)
Species or Group
' No. 1 No. 2 No. 3 Construction Standard Utility Stud
Grade
5' [ [F'&\ &Q K ' !" "‡! ]
TABLE 1
8 10
8-6 10-1
!#"" 875 775 450 875 500 225 600
Extreme Fiber Stress in Bending “Fb� Single Members 400 350 200 400 225 100 275
Tension Parallel to Grain “Ft� !# 135 135 135 135 135 135 135
Horizontal Shear “Fv�
## 335 335 335 335 335 335 335
! "" 1050 1000 575 1200 1000 675 625
Compression Perpen- Parallel dicular to Grain “FcA� “Fc//�
! #"" """ 1,200,000 1,100,000 1,000,000 1,000,000 900,000 900,000 1,000,000
Modulus Elasticity “E�
[ ' [[
' [ K ' ! "
DIMENSION LUMBER BASE VALUES — SOFTWOODS 2� to 4� ? $: by 2� and WIDER > ? ” ? 5? 5 [&_Q [ &Q Q [ ' › ' QF`
10-18-7
? WHITE CEDAR
EASTERN WHITE PINE
1250 775 575 350 675 375 175 450 575 550 325 625 350 175 425
Sel. Str. No. 1 No. 2 No. 3 Construction Standard Utility Stud
' No. 1 No. 2 No. 3 Construction Standard Utility Stud
8
] " 325 325 175 375 200 100 250
575 350 275 150 300 175 75 200 ! " 120 120 120 120 120 120 120
135 135 135 135 135 135 135 135 # " 370 370 370 370 370 370 370
350 350 350 350 350 350 350 350 " 600 475 275 625 475 325 300
1200 1000 825 475 1050 850 550 525
"" """ 700,000 700,000 600,000 700,000 600,000 600,000 600,000
1,200,000 1,100,000 1,100,000 900,000 1,000,000 900,000 800,000 900,000
EASTERN ? $:‡ $:€€
Species or Group
Sel. Str. No. 1 No. 3 Construction Standard Utility Stud
Grade 1250 775 350 675 375 175 450
Extreme Fiber Stress in Bending “Fb� Single Member 575 350 150 300 175 75 200
Tension Parallel to Grain “Ft� 170 170 ! " 170 170 170 170 170
Horizontal Shear “Fv�
555 555 555 555 555 555 555
1200 1000 475 1050 850 550 525
Compression Perpen- Parallel dicular to Grain “FcA� “Fc//�
1,200,000 1,100,000 ! !"" """ 900,000 1,000,000 900,000 800,000 900,000
Modulus Elasticity “E�
[ ' [[
' [ K ' ! "
DIMENSION LUMBER BASE VALUES — SOFTWOODS 2� to 4� ? $: by 2� and WIDER > ? ” ? 5? 5 [&_Q [ &Q Q [ ' › ' QF`
5' [ [F'&\ &Q K ' !" "‡! ]
TABLE 1 (Continued)
8 10
8-8 10-1
10-18-9
1250 775 575 350 675 375 175 450
Sel. Str. No. 1 No. 2 No. 3 Construction Standard Utility Stud
EASTERN*** @ >
575 350 275 150 300 175 75 200
575 350 150 300 175 75 200 140 140 140 140 140 140 140 140
140 140 !]" 140 140 140 140 140 335 335 335 335 335 335 335 335
335 335 ## 335 335 335 335 335 1200 1000 825 475 1050 850 550 525
1200 1000 475 1050 850 550 525
1,200,000 1,100,000 1,100,000 900,000 1,000,000 900,000 800,000 900,000
1,200,000 1,100,000 ! !"" """ 900,000 1,000,000 900,000 800,000 900,000
* See para. 31.0 through 37.0 for additional information on these values. ** The same values apply to each species if stamped individually. €€€ [ 'Q * / [ [K F& [ _' K&Q_ Â&#x; Q F %\&Q & Q * ` \ + [K F& [ F &Q_ ' ` 'Q White Cedar.
1250 775 350 675 375 175 450
Sel. Str. No. 1 No. 3 Construction Standard Utility Stud
? $: ‡ @ ‡ $:
8
RED MAPLE
Species or Group
Sel. Str. No. 1 No. 2 No. 3 Construction Standard Utility Stud
Grade 1300 925 900 525 1050 575 275 700
Extreme Fiber Stress in Bending “Fb� Single Member 750 550 525 300 600 325 150 425
Tension Parallel to Grain “Ft� 210 210 210 210 210 210 210 210
Horizontal Shear “Fv�
615 615 615 615 615 615 615 615
1100 900 700 400 925 725 475 450
Compression Perpen- Parallel dicular to Grain “FcA� “Fc//�
1,700,000 1,600,000 1,500,000 1,300,000 1,400,000 1,300,000 1,200,000 1,300,000
Modulus Elasticity “E�
[ ' [[
' [ K ' ! "
DIMENSION LUMBER BASE VALUES — HARDWOODS 2� to 4� ? $: by 2� and WIDER > ? ” ? 5? 5 [&_Q [ &Q Q [ ' › ' QF`
5' [ [F'&\ &Q K ' !" "‡! ]
TABLE 2
8 10
8-10 10-1
10-1 8-11
$?‡ $?‡ ? $: ;
MIXED MAPLE
1000 725 700 400 800 450 225 550 !] " 1050 1000 575 1150 650 300 775
Sel. Str. No. 1 No. 2 No. 3 Construction Standard Utility Stud
' No. 1 No. 2 No. 3 Construction Standard Utility Stud
8
" 600 600 350 675 375 175 450
600 425 425 250 475 275 125 325 !~ 195 195 195 195 195 195 195
195 195 195 195 195 195 195 195 ! 715 715 715 715 715 715 715
620 620 620 620 620 620 620 620 ! "" 950 750 425 1000 775 500 475
875 700 550 325 725 575 375 350
! "" """ 1,600,000 1,500,000 1,300,000 1,400,000 1,300,000 1,200,000 1,300,000
1,300,000 1,200,000 1,100,000 1,000,000 1,100,000 1,000,000 900,000 1,000,000
“ :
Species or Group
' No. 1 No. 2 No. 3 Construction Standard Utility Stud
Grade !! " 825 800 475 925 525 250 625
Extreme Fiber Stress in Bending “Fb� Single Member ‚ 500 475 275 550 300 150 375
Tension Parallel to Grain “Ft� ! " 170 170 170 170 170 170 170
Horizontal Shear “Fv�
"" 800 800 800 800 800 800 800
!""" 825 625 375 850 650 425 400
Compression Perpen- Parallel dicular to Grain “FcA� “Fc//�
! !"" """ 1,000,000 900,000 800,000 900,000 800,000 800,000 800,000
Modulus Elasticity “E�
[ ' [[
' [ K ' ! "
DIMENSION LUMBER BASE VALUES — HARDWOODS 2� to 4� ? $: by 2� and WIDER > ? ” ? 5? 5 [&_Q [ &Q Q [ ' › ' QF`
5' [ [F'&\ &Q K ' !" "‡! ]
TABLE 2 (Continued)
8 10
8-12 10-1
10-1 8-13
? :
:
!! " 825 800 475 925 525 250 625 1400 1000 975 550 1100 625 300 750
' No. 1 No. 2 No. 3 Construction Standard Utility Stud
Sel. Str. No. 1 No. 2 No. 3 Construction Standard Utility Stud
8
800 575 575 325 650 350 175 450
‚ 500 475 275 550 300 150 375 220 220 220 220 220 220 220 220
! " 170 170 170 170 170 170 170 885 885 885 885 885 885 885 885
" 820 820 820 820 820 820 820 1150 925 725 425 975 750 500 450
!""" 825 625 375 850 650 425 400
1,400,000 1,400,000 1,300,000 1,200,000 1,200,000 1,100,000 1,000,000 1,200,000
! ]"" """ 1,300,000 1,200,000 1,100,000 1,200,000 1,100,000 1,000,000 1,100,000
>? :
Species or Group
Sel. Str. No. 1 No. 2 No. 3 Construction Standard Utility Stud
Grade 1200 875 850 475 950 525 250 650
Extreme Fiber Stress in Bending “Fb� Single Member 700 500 500 275 550 325 150 375
Tension Parallel to Grain “Ft� 220 220 220 220 220 220 220 220
Horizontal Shear “Fv�
800 800 800 800 800 800 800 800
1100 900 700 400 925 725 475 450
Compression Perpen- Parallel dicular to Grain “FcA� “Fc//�
1,100,000 1,000,000 900,000 800,000 900,000 800,000 800,000 800,000
Modulus Elasticity “E�
[ ' [[
' [ K ' ! "
DIMENSION LUMBER BASE VALUES — HARDWOODS 2� to 4� ? $: by 2� and WIDER > ? ” ? 5? 5 [&_Q [ &Q Q [ ' › ' QF`
5' [ [F'&\ &Q K ' !" "‡! ]
TABLE 2 (Continued)
8 10
8-14 10-1
8-15 10-1
875 625 600 350 700 375 175 475 1000 725 700 400 800 450 200 550
Sel. Str. No. 1 No. 2 No. 3 Construction Standard Utility Stud
Sel. Str. No. 1 No. 2 No. 3 Construction Standard Utility Stud
575 425 400 225 475 250 125 325
500 375 350 200 400 225 100 275
See para. 31.0 through 37.0 for additional information on these values.
; >
ASPEN
8
145 145 145 145 145 145 145 145
120 120 120 120 120 120 120 120 420 420 420 420 420 420 420 420
265 265 265 265 265 265 265 265 900 725 575 325 750 575 375 350
725 600 450 275 625 475 300 300
1,500,000 1,400,000 1,300,000 1,200,000 1,300,000 1,100,000 1,100,000 1,200,000
1,100,000 1,100,000 1,000,000 900,000 900,000 900,000 800,000 900,000
8-16 10-1
1050 900 575
Sel. Str. No. 1 No. 2
Sel. Str. No. 1 No. 2
EASTERN SPRUCE
EASTERN ? $: ‡ $:
1400 1150 750
1050 875 575
Grade
EASTERN WHITE Sel. Str. PINE No. 1 No. 2
Species or Group
Extreme Fiber Stress in Bending “Fb� Single Member
925 775 375
625 425 275
625 425 275
Tension Parallel to Grain “Ft�
155 155 155
125 125 125
125 125 125
Horizontal Shear “Fv�
555 555 555
390 390 390
350 350 350
950 800 500
750 625 375
675 575 400
Compression Perpen- Parallel dicular to Grain “FcA� “Fc//�
BEAMS and STRINGERS (5� and THICKER) > ? ? … 5 ? ? $: [&_Q [ &Q Q [ ' › ' QF`
Grades Described in para. 25.0-25.4
TABLE 3
8 10 1,200,000 1,200,000 900,000
1,400,000 1,400,000 1,000,000
1,100,000 1,100,000 900,000
Modulus Elasticity “E�
10-1 8-17
1250 1050 675 1350 1100 725 900 750 500 1050 900 575
Sel. Str. No. 1 No. 2
Sel. Str. No. 1 No. 2
Sel. Str. No. 1 No. 2
Sel. Str. No. 1 No. 2
? PINE
@
? WHITE CEDAR
@O[V (Eastern Spruce Red Pine Jack Pine Balsam Fir)
1350 1150 750
Sel. Str. No. 1 No. 2
EASTERN ? $:
8
625 450 300
600 500 250
900 750 350
850 700 350
925 775 375
125 125 125
115 115 115
125 125 125
135 135 135
155 155 155
335 335 335
370 370 370
305 305 305
435 435 435
550 550 550
675 550 375
600 500 325
950 800 500
850 725 450
950 800 550
1,200,000 1,200,000 1,000,000
700,000 700,000 600,000
1,400,000 1,400,000 1,100,000
1,300,000 1,300,000 1,000,000
1,200,000 1,100,000 900,000
Sel. Str. No. 1 No. 2
Sel. Str. No. 1 No. 2
Sel. Str. No. 1 No. 2
RED MAPLE
MIXED MAPLE
Grade
RED PINE
Species or Group
8-18 10-1
1100 875 500
1400 1150 650
1150 925 525
Extreme Fiber Stress in Bending “Fb� Single Member
725 600 350
925 750 425
775 625 350
Tension Parallel to Grain “Ft�
180 180 180
195 195 195
125 125 125
Horizontal Shear “Fv�
620 620 620
615 615 615
410 410 410
750 650 300
950 825 375
875 775 350
Compression Perpen- Parallel dicular to Grain “FcA� “Fc//�
BEAMS and STRINGERS (5� and THICKER) > ? ? … 5 ? ? $: [&_Q [ &Q Q [ ' › ' QF`
Grades Described in para. 25.0-25.4
TABLE 3 (Continued)
8 10 1,100,000 1,100,000 900,000
1,500,000 1,500,000 1,200,000
1,400,000 1,400,000 1,100,000
Modulus Elasticity “E�
10-1 8-19
1550 1250 725 1350 1150 725 1350 1150 725 1600 1350 875 1400 1200 750
Sel. Str. No. 1 No. 2
Sel. Str. No. 1 No. 2
Sel. Str. No. 1 No. 2
Sel. Str. No. 1 No. 2
Sel. Str. No. 1 No. 2
$?‡ $?‡ ? $: ;
“ :
:
? :
W? :
8
825 575 375
950 675 425
800 550 375
800 550 375
1050 850 475
205 205 205
205 205 205
155 155 155
155 155 155
180 180 180
800 800 800
885 885 885
820 820 820
800 800 800
715 715 715
900 775 475
950 800 500
825 700 450
825 700 450
1050 900 425
1,000,000 1,000,000 800,000
1,300,000 1,300,000 1,000,000
1,200,000 1,200,000 1,000,000
1,000,000 1,000,000 800,000
1,500,000 1,500,000 1,200,000
8-20 10-1
975 800 450
Sel. Str. No. 1 No. 2
Sel. Str. No. 1 No. 2
EASTERN SPRUCE
EASTERN ? $: ‡ $:
1300 1050 600
975 800 450
Grade
EASTERN WHITE Sel. Str. PINE No. 1 No. 2
Species or Group
Extreme Fiber Stress in Bending “Fb� Single Member
875 700 400
675 550 300
650 525 300
Tension Parallel to Grain “Ft�
155 155 155
135 135 135
125 125 125
Horizontal Shear “Fv�
555 555 555
390 390 390
350 350 350
1000 875 400
775 675 300
725 625 325
Compression Perpen- Parallel dicular to Grain “FcA� “Fc//�
POSTS and TIMBERS (5� X 5� and LARGER) > ? ? … 5 ? ? $: [&_Q [ &Q Q [ ' › ' QF`
Grades Described in para. 26.0-26.3
TABLE 4
8 10 1,200,000 1,200,000 900,000
1,400,000 1,400,000 1,000,000
1,100,000 1,100,000 900,000
Modulus Elasticity “E�
10-1 8-21
1150 950 550 1250 1000 575 850 675 400 1000 800 475
Sel. Str. No. 1 No. 2
Sel. Str. No. 1 No. 2
Sel. Str. No. 1 No. 2
Sel. Str. No. 1 No. 2
? PINE
@
? WHITE CEDAR
@O[V (Eastern Spruce Red Pine Jack Pine Balsam Fir)
1250 1050 600
Sel. Str. No. 1 No. 2
EASTERN ? $:
8
675 550 325
575 450 250
825 675 375
800 650 375
850 700 400
125 125 125
115 115 115
125 125 125
135 135 135
155 155 155
335 335 335
370 370 370
305 305 305
435 435 435
550 550 550
700 625 425
650 550 250
1000 875 400
900 800 375
1000 875 400
1,200,000 1,200,000 1,000,000
700,000 700,000 600,000
1,400,000 1,400,000 1,100,000
1,300,000 1,300,000 1,000,000
1,200,000 1,200,000 900,000
Sel. Str. No. 1 No. 2
Sel. Str. No. 1 No. 2
Sel. Str. No. 1 No. 2
RED MAPLE
MIXED MAPLE
Grade
RED PINE
Species or Group
8-22 10-1
1100 875 500
1400 1150 650
1150 925 525
Extreme Fiber Stress in Bending “Fb� Single Member
725 600 350
925 750 425
775 625 350
Tension Parallel to Grain “Ft�
180 180 180
195 195 195
125 125 125
Horizontal Shear “Fv�
620 620 620
615 615 615
410 410 410
750 650 300
950 825 375
875 775 350
Compression Perpen- Parallel dicular to Grain “FcA� “Fc//�
POSTS and TIMBERS (5� X 5� and LARGER) > ? ? … 5 ? ? $: [&_Q [ &Q Q [ ' › ' QF`
Grades Described in para. 26.0-26.3
TABLE 4 (Continued)
8 10 1,100,000 1,100,000 900,000
1,500,000 1,500,000 1,200,000
1,400,000 1,400,000 1,100,000
Modulus Elasticity “E�
10-1 8-23
1550 1250 725 1250 1000 575 1250 1000 575 1500 1200 700 1300 1050 600
Sel. Str. No. 1 No. 2
Sel. Str. No. 1 No. 2
Sel. Str. No. 1 No. 2
Sel. Str. No. 1 No. 2
Sel. Str. No. 1 No. 2
$?‡ $?‡ ? $: ;
“ :
:
? :
>? :
8
875 700 400
1000 800 475
850 675 400
850 675 400
1050 850 475
205 205 205
205 205 205
155 155 155
155 155 155
180 180 180
800 800 800
885 885 885
820 820 820
800 800 800
715 715 715
950 825 400
1000 875 400
875 775 350
875 775 350
1050 900 425
1,000,000 1,000,000 800,000
1,300,000 1,300,000 1,000,000
1,200,000 1,200,000 1,000,000
1,000,000 1,000,000 800,000
1,500,000 1,500,000 1,200,000