NELMA Grade Rule Book Section 08

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