AMERICAN FOREST & PAPER ASSOCIATION
American Wood Council
Engineered and Traditional Wood Products
June 2005
2005 ERRATA
to the
2001 Edition of
the Allowable Stress Design (ASD) Manual for Engineered Wood Construction
(printed version dated 06-02 20M)
Page
93
Revision
In Figure 10.28, the equation for R2 should be revised as follows:
R2 = V2 + V3 KKK =
(
)
Pa
2l 2 + b(l + a )
3
2l
Change the “minus” sign to a “plus” sign in front of the variable “b.”
2005 ERRATA
to the
2001 Edition of
NATIONAL DESIGN SPECIFICATION® (NDS®) FOR WOOD CONSTRUCTION
included in the Allowable Stress Design (ASD) Manual for Engineered Wood Construction
(printed versions dated 03-02 2M, 06-02 20M, 8-04 1M)
Page
112
Revision
In section 12.3.6.1, subsections (b), (c), (d), and (e), revise each sentence to read:
“Sloping surface with a α from 45° …”
Remainder of each sentence remains the same.
1111 Nineteenth Street, NW, Suite 800 - Washington, DC 20036 - 202 463-4713 - Fax: 202 463-2791 - www.awc.org
®
®
America’s Forest & Paper People - Improving Tomorrow’s Environment Today
AMERICAN FOREST & PAPER ASSOCIATION
American Wood Council
Engineered and Traditional Wood Products
January 2005
2005 ERRATA
to the
2001 Edition of
the Allowable Stress Design (ASD) Manual for Engineered Wood Construction
(printed version dated 06-02 20M)
Page
32
Revision
In Example 3-2, the text should be revised as follows:
“Same as Example 3-1, but the chord includes connections with one row of 3/4 7/8 inch bolts (in a 1/16
inch oversized hole)…”
All other text unchanged.
1111 Nineteenth Street, NW, Suite 800 - Washington, DC 20036 - 202 463-4713 - Fax: 202 463-2791 - www.awc.org
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America’s Forest & Paper People - Improving Tomorrow’s Environment Today
AMERICAN FOREST & PAPER ASSOCIATION
American Wood Council
Engineered and Traditional Wood Products
December 2004
2004 ERRATA
to the
2001 Edition of
NATIONAL DESIGN SPECIFICATION® (NDS®) FOR WOOD CONSTRUCTION
included in the Allowable Stress Design (ASD) Manual for Engineered Wood Construction
(printed versions dated 03-02 2M, 06-02 20M, 8-04 1M)
Page
59
Revision
In Table 10.3.3 Wet Service Factors, CM, for Connections, change the following:
Fastener Type
Metal Connector Plates2
Moisture Content
At Time of Fabrication
In-Service
Lateral Loads
any
> 19%
CM
0.7 0.8
108
In Table 12.2.3 Penetration Depth Factors, Cd, for Split Ring and Shear Plate Connectors Used with
Lag Screws, change “Species Group (see Table 10A)” to “Species Group (see Table 12A)”
149
In Section D.3, equation D-3 change “FcE”to “FbE”.
1111 Nineteenth Street, NW, Suite 800 - Washington, DC 20036 - 202 463-4713 - Fax: 202 463-2791 - www.awc.org
®
®
America’s Forest & Paper People - Improving Tomorrow’s Environment Today
American Wood Council
Engineered and Traditional Wood Products
May 2004
2004 ADDENDUM
to the
2001 Edition of
SUPPLEMENT TO THE NDS® - DESIGN VALUES FOR WOOD CONSTRUCTION
included in the Allowable Stress Design (ASD) Manual for Engineered Wood Construction
(printed version dated 06-02 20M)
Page Revision
4
In Table 2.1, add the following:
Species or Species
Species That May Be
Combination
Included in Combination
Alaska Cedar
Alaska Hemlock
Alaska Yellow Cedar
31
Grading Rules Agencies
Design Values Provided
in Tables
WCLIB
WWPA
WCLIB, WWPA
4A
4A
4A
Alaska Cedar
Alaska Hemlock
Alaska Yellow Cedar
In Table 4A, add the following species and design values:
Design values in pounds per square inch (psi)
Species and
commercial
Size classification
grade
Select Structural
No. 1
No. 2
2” & wider
No. 3
Stud
2” & wider
Construction
Standard
2”-4” wide
Utility
Select Structural
No. 1
No. 2
2” & wider
No. 3
Stud
2” & wider
Construction
Standard
2”-4” wide
Utility
Select Structural
No. 1
No. 2
2” & wider
No. 3
Stud
2” & wider
Construction
Standard
2”-4” wide
Utility
Bending
Fb
Tension
parallel
to grain
Ft
Shear
parallel
to grain
Fv
Compression
perpendicular
to grain
1,150
975
800
450
625
900
500
250
625
525
425
250
350
500
275
125
165
165
165
165
165
165
165
165
525
525
525
525
525
525
525
525
1,000
900
750
425
475
950
775
500
1,400,000
1,300,000
1,200,000
1,100,000
1,100,000
1,200,000
1,100,000
1,000,000
1300
900
825
475
650
950
525
250
825
550
475
275
375
550
300
150
185
185
185
185
185
185
185
185
440
440
440
440
440
440
440
440
1200
1100
1050
600
650
1250
1050
700
1,700,000
1,600,000
1,500,000
1,400,000
1,400,000
1,400,000
1,300,000
1,200,000
1350
900
800
475
625
925
500
250
800
525
450
250
350
500
275
125
225
225
225
225
225
225
225
225
510
510
510
510
510
510
510
510
1200
1050
1000
575
625
1250
1050
675
1,500,000
1,400,000
1,300,000
1,200,000
1,200,000
1,300,000
1,100,000
1,100,000
FcA
Compression
parallel to
grain
Fc
Modulus
of
Elasticity
E
Grading
Rules
Agency
WCLIB
WWPA
WWPA
WCLIB
1111 Nineteenth Street, NW, Suite 800 Washington, DC 20036 202 463-4713 Fax: 202 463-2791 www.awc.org
®
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America’s Forest & Paper People - Improving Tomorrow’s Environment Today
May 2004 Errata
Page 2
Page
42
Revision
In footnote 2, add values for Douglas Fir-Larch (N) as follows:
Species
Douglas Fir-Larch (N)
44
Modulus of
Elasticity
E (x106) (psi)
1.0 and higher
1.2 – 1.9
2.0 – 2.2
2.3 and higher
Specific
Gravity
G
0.49
0.49
0.53
0.57
Shear
Parallel to
Grain
Fv (psi)
180
180
180
190
Compression
Perpendicular
to Grain
Fcŏ (psi)
625
625
715
715
Grading Rules Agency
NLGA
In Table 4D, add the following species and design values:
Design values in pounds per square inch (psi)
Species and
commercial
grade
Select Structural
No. 1
No. 2
Select Structural
No. 1
No. 2
Size classification
Beams and
Stringers
Posts and
Timbers
Bending
Fb
Tension
parallel
to grain
Ft
Shear
parallel
to grain
Fv
Compression
perpendicular
to grain
1,400
1,150
750
1,300
1,050
625
675
475
300
700
575
350
155
155
155
155
155
155
525
525
525
525
525
525
FcA
Compression
parallel to
grain
Fc
925
775
500
975
850
600
Modulus
of
Elasticity
E
1,200,000
1,200,000
1,000,000
1,200,000
1,200,000
1,000,000
Grading
Rules
Agency
WCLIB
1111 Nineteenth Street, NW, Suite 800 Washington, DC 20036 202 463-4713 Fax: 202 463-2791 www.awc.org
®
®
America’s Forest & Paper People - Improving Tomorrow’s Environment Today
AMERICAN FOREST & PAPER ASSOCIATION
American Wood Council
Engineered and Traditional Wood Products
April 2003
2003 ERRATA
to the
ASD STRUCTURAL LUMBER SUPPLEMENT
included in the Allowable Stress Design (ASD) Manual for Engineered Wood Construction
(printed version dated 06-02 20M)
Page
L-55
Revision
In Table 7.10, replace Southern Pine Grade #2 and #3 Maximum Floor Joist Spans with:
Dead Load = 10 psf
2x6
2x8
2x10
Dead Load = 20 psf
2x12
2x6
2x8
2x10
2x12
Maximum Floor Joist Spans
Joist
Spacing
Species and Grade
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
14 - 2
17 - 9 16 - 11
19 - 10
Southern Pine
#2
10 - 9
14 - 2
18 - 0
21 - 9
10 - 9
Southern Pine
#3
10 - 3 9 - 4
13 - 0 11 - 11
14 - 9 14 - 0
16 - 8
9-88-6
11 - 11 10 - 10 13 - 5 12 - 10
15 - 3
Southern Pine
#2
9-9
12 - 10
16 - 5 16 - 1
18 - 10
9-99-6
12 - 10 12 - 4
15 - 5 14 - 8
17 - 2
Southern Pine
#3
9-38-1
11 -3 10 - 3
12 -9 12 - 2
14 - 6
8-57-4
10 - 3 9 - 5
11 - 8 11 - 1
13 - 2
Southern Pine
#2
9-2
12 - 1
15 - 5 14 - 8
17 - 2
9-28-8
12 - 1 11 - 3
14 - 1 13 - 5
15 - 8
Southern Pine
#3
8-57-4
10 - 3 9 - 5
11 - 8 11 - 1
13 - 2
7-86-9
9-58-7
10 - 7 10 - 1
12 - 1
Southern Pine
#2
8-6
11 - 3 11 - 0
13 - 9 13 - 1
15 - 5
8-67-9
11 - 0 10 - 0
12 - 7 12 - 0
14 - 0
Southern Pine
#3
7-66-7
9-28-5
10 - 5 9 - 11
11 - 10
6 - 10 6 - 0
8-57-8
9-69-1
10 - 9
12 in.
16 in.
19.2 in.
24 in.
Alternatively, cut and paste the following onto page L-55 of the ASD Lumber Supplement to replace Table 7.10. If you would like to
receive a self-adhesive version of the following page that can be permanently inserted in your document, please contact AWC with your
mailing address.
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America’s Forest & Paper People - Improving Tomorrow’s Environment Today
April 2003 Errata
Page 2
Table 7.10
Floor Joist Spans for Common Lumber Species
(Residential Areas, Live Load = 40 psf, L/∆ = 360)
2x6
Joist
Spacing
12 in.
16 in.
19.2 in.
24 in.
Specie and Grade
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
Dead Load = 10 psf
2x8
2x10
2x12
2x6
Maximum Floor Joist Spans
Dead Load = 20 psf
2x8
2x10
2x12
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
11 - 4
10 - 11
10 - 9
8 - 11
10 - 9
10 - 6
10 - 0
8-8
11 - 2
10 - 11
10 - 9
9-4
10 - 6
10 - 3
10 - 3
8-8
10 - 4
9 - 11
9-9
7-8
9-9
9-6
9-1
7-6
10 - 2
9 - 11
9-9
8-1
9-6
9-4
9-4
7-6
9-8
9-4
9-2
7-0
9-2
9-0
8-7
6 - 10
9-6
9-4
9-2
7-4
9-0
8-9
8-9
6 - 10
9-0
8-8
8-3
6-3
8-6
8-4
7 - 11
6-2
8 - 10
8-8
8-6
6-7
8-4
8-1
8-1
6-2
15 - 0
14 - 5
14 - 2
11 - 3
14 - 2
13 - 10
13 - 2
11 - 0
14 - 8
14 - 5
14 - 2
11 - 11
13 - 10
13 - 6
13 - 6
11 - 0
13 - 7
13 - 1
12 - 9
9-9
12 - 10
12 - 7
12 - 0
9-6
13 - 4
13 - 1
12 - 10
10 - 3
12 - 7
12 - 3
12 - 3
9-6
12 - 10
12 - 4
11 - 8
8 - 11
12 - 1
11 - 10
11 - 3
8-8
12 - 7
12 - 4
12 - 1
9-5
11 - 10
11 - 6
11 - 6
8-8
11 - 11
11 - 0
10 - 5
8-0
11 - 3
10 - 10
10 - 2
7-9
11 - 8
11 - 5
11 - 0
8-5
11 - 0
10 - 3
10 - 3
7-9
19 - 1
18 - 5
18 - 0
13 - 9
18 - 0
17 - 8
16 - 10
13 - 5
18 - 9
18 - 5
18 - 0
14 - 0
17 - 8
17 - 3
17 - 3
13 - 5
17 - 4
16 - 5
15 - 7
11 - 11
16 - 5
16 - 0
15 - 2
11 - 8
17 - 0
16 - 9
16 - 1
12 - 2
16 - 0
15 - 5
15 - 5
11 - 8
16 - 4
15 - 0
14 - 3
10 - 11
15 - 5
14 - 10
13 - 10
10 - 7
16 - 0
15 - 9
14 - 8
11 - 1
15 - 1
14 - 1
14 - 1
10 - 7
15 - 2
13 - 5
12 - 9
9-9
14 - 4
13 - 3
12 - 5
9-6
14 - 11
14 - 7
13 - 1
9 - 11
14 - 0
12 - 7
12 - 7
9-6
23 - 3
22 - 0
20 - 11
16 - 0
21 - 11
21 - 6
20 - 4
15 - 7
22 - 10
22 - 5
21 - 9
16 - 8
21 - 6
20 - 7
20 - 7
15 - 7
21 - 1
19 - 1
18 - 1
13 - 10
19 - 11
18 - 10
17 - 7
13 - 6
20 - 9
20 - 4
18 - 10
14 - 6
19 - 6
17 - 10
17 - 10
13 - 6
19 - 10
17 - 5
16 - 6
12 - 7
18 - 9
17 - 2
16 - 1
12 - 4
19 - 6
19 - 2
17 - 2
13 - 2
18 - 4
16 - 3
16 - 3
12 - 4
18 - 5
15 - 7
14 - 9
11 - 3
17 - 5
15 - 5
14 - 4
11 - 0
18 - 1
17 - 5
15 - 5
11 - 10
17 - 0
14 - 7
14 - 7
11 - 0
11 - 4
10 - 11
10 - 8
8-1
10 - 9
10 - 6
10 - 0
7 - 11
11 - 2
10 - 11
10 - 9
8-6
10 - 6
10 - 3
10 - 3
7 - 11
10 - 4
9-8
9-3
7-0
9-9
9-6
8 - 11
6 - 10
10 - 2
9 - 11
9-6
7-4
9-6
9-1
9-1
6 - 10
9-8
8 - 10
8-5
6-5
9-2
8-9
8-2
6-3
9-6
9-4
8-8
6-9
9-0
8-3
8-3
6-3
9-0
7 - 11
7-6
5-9
8-6
7 - 10
7-4
5-7
8 - 10
8-8
7-9
6-0
8-4
7-5
7-5
5-7
15 - 0
14 - 2
13 - 6
10 - 3
14 - 2
13 - 10
13 - 1
10 - 0
14 - 8
14 - 5
14 - 2
10 - 10
13 - 10
13 - 3
13 - 3
10 - 0
13 - 7
12 - 4
11 - 8
8 - 11
12 - 10
12 - 2
11 - 4
8-8
13 - 4
13 - 1
12 - 4
9-5
12 - 7
11 - 6
11 - 6
8-8
12 - 10
11 - 3
10 - 8
8-2
12 - 1
11 - 1
10 - 4
7 - 11
12 - 7
12 - 4
11 - 3
8-7
11 - 10
10 - 6
10 - 6
7 - 11
11 - 11
10 - 0
9-6
7-3
11 - 3
9 - 11
9-3
7-1
11 - 8
11 - 3
10 - 0
7-8
11 - 0
9-5
9-5
7-1
19 - 1
17 - 4
16 - 5
12 - 7
18 - 0
17 - 1
16 - 0
12 - 3
18 - 9
18 - 5
16 - 11
12 - 10
17 - 8
16 - 3
16 - 3
12 - 3
17 - 4
15 - 0
14 - 3
10 - 11
16 - 5
14 - 10
13 - 10
10 - 7
17 - 0
16 - 4
14 - 8
11 - 1
16 - 0
14 - 1
14 - 1
10 - 7
16 - 4
13 - 8
13 - 0
9 - 11
15 - 5
13 - 6
12 - 8
9-8
16 - 0
14 - 11
13 - 5
10 - 1
15 - 1
12 - 10
12 - 10
9-8
15 - 0
12 - 3
11 - 8
8 - 11
14 - 4
12 - 1
11 - 4
8-8
14 - 11
13 - 4
12 - 0
9-1
13 - 8
11 - 6
11 - 6
8-8
23 - 3
20 - 1
19 - 1
14 - 7
21 - 11
19 - 10
18 - 6
14 - 3
22 - 10
22 - 5
19 - 10
15 - 3
21 - 6
18 - 10
18 - 10
14 - 3
21 - 1
17 - 5
16 - 6
12 - 7
19 - 11
17 - 2
16 - 1
12 - 4
20 - 9
19 - 6
17 - 2
13 - 2
19 - 6
16 - 3
16 - 3
12 - 4
19 - 6
15 - 11
15 - 1
11 - 6
18 - 9
15 - 8
14 - 8
11 - 3
19 - 6
17 - 9
15 - 8
12 - 1
17 - 9
14 - 10
14 - 10
11 - 3
17 - 5
14 - 3
13 - 6
10 - 4
16 - 10
14 - 0
13 - 1
10 - 1
18 - 1
15 - 11
14 - 0
10 - 9
15 - 11
13 - 4
13 - 4
10 - 1
Check sources for availability of lumber in lengths greater than 20 feet.
1111 Nineteenth Street, NW, Suite 800 - Washington, DC 20036 - 202 463-2766 - Fax: 202 463-2791 - www.awc.org
®
®
America’s Forest & Paper People - Improving Tomorrow’s Environment Today
AMERICAN FOREST & PAPER ASSOCIATION
American Wood Council
Engineered and Traditional Wood Products
April 2003
2003 ERRATA
to the
NATIONAL DESIGN SPECIFICATION® (NDS®)
FOR WOOD CONSTRUCTION, ANSI/AF&PA NDS-2001
included in the Allowable Stress Design (ASD) Manual for Engineered Wood Construction
(printed version dated 06-02 20M)
Page
27
Revision
Replace Table 4.3.8 with the following:
Table 4.3.8 Incising Factors, Ci
Design Value
Ci
E
0.95
Fb, Ft , Fc, Fv
0.80
1.00
Fv, Fcz
{Note: Move Fv to the second row}
33
In section 5.2.2, change Fv to F' v in both equations as follows:
F' rt = (1/3)F' v
for Southern Pine
F' rt = (1/3)F' v
for Douglas Fir-Larch, Douglas…
97
In Footnote 4 of Table 11N, replace “lenth” with “length.”
107
In Table 12.2B, first column, shear plate diameter 2-5-8 should be 2-5/8.
117
In Table 13.2.3, metal side plate thickness range for C st = 0.9 should be:
3/16”# ts < 1/4”
{Note: Add # in front of ts; change # to < in front of ¼”}
2003 ERRATA
to the
ASD WOOD I-JOIST GUIDELINE
included in the Allowable Stress Design (ASD) Manual for Engineered Wood Construction
(printed version dated 06-02 20M)
Page
IJ-29
Revision
In Table 6.1, for Detail WIJ-1.5, Min. flange area: 2.25 sq. in.
{Note: replaces 5.25 sq. in.}
1111 Nineteenth Street, NW, Suite 800 - Washington, DC 20036 - 202 463-2766 - Fax: 202 463-2791 - www.awc.org
America’s Forest & Paper People® - Improving Tomorrow’s Environment Today ®
April 2003 Errata
Page 2
2003 ERRATA
to the
ASD WOOD STRUCTURAL PANELS SUPPLEMENT
included in the Allowable Stress Design (ASD) Manual for Engineered Wood Construction
(printed version dated 06-02 20M)
Page Revision
SP-22 Replace Table 4.5 with the following:
Table 4.5 Panel Size Factor, Cs
Panel Width, w
w # 8 inches
8 inches < w < 24 inches
w $ 24 inches
Cs
0.5
(8+w)
32
1.0
2003 ERRATA
to the
ASD STRUCTURAL COMPOSITE LUMBER GUIDELINE
included in the Allowable Stress Design (ASD) Manual for Engineered Wood Construction
(printed version dated 06-02 20M)
Page Revision
SCL-9 In Section 4.2.5, revise the following:
F’c⊥ = Fc⊥ CM Ct Cpt Cb
{Note: Add Cb factor}
Cb = per Section 8.3.10 of NDS
2003 ERRATA/ADDENDUM
to the
2001 Edition of
SUPPLEMENT TO THE NDS - DESIGN VALUES FOR WOOD CONSTRUCTION
included in the Allowable Stress Design (ASD) Manual for Engineered Wood Construction
(printed version dated 06-02 20M)
Page Revision
4
In Table 2.1, add the following:
Species or Species
Species That May Be
Combination
Included in Combination
Baldcypress
Baldcypress
12
Grading Rules Agencies
SPIB
Design Values Provided in
Tables
4A, 4D
In Section 3.1.3 under the density formula, replace “Table 8A” with “Table 11.3.2A.”
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April 2003 Errata
Page 3
NDS Supplement changes continued.
Page Revision
22
In Table 1D, replace 3-1/8 in. width values with the following:
Depth
Area
X-X Axis
d (in.)
A (in.2)
Ix (in. 4)
Sx (in. 3)
5 1/2
6 7/8
8 1/4
9 5/8
11
12 3/8
13 3/4
15 1/8
16 1/2
17 7/8
19 1/4
20 5/8
22
23 3/8
17.19
21.48
25.78
30.08
34.38
38.67
42.97
47.27
51.56
55.86
60.16
64.45
68.75
73.05
31
17.19 43.33
21.48 84.62
25.78 146.2
30.08 232.2
34.38 346.6
38.67 493.5
42.97 677.0
47.27 901.1
51.56 1170
55.86 1487
60.16 1858
64.45 2285
68.75 2773
73.05 3326
3-1/8 in. Width (ry = 0.902 in.)
43.33 15.76
84.62 24.62
146.2 35.45
232.2 48.25
346.6 63.02
493.5 79.76
677.0 98.47
901.1 119.1
1170 141.8
1487 166.4
1858 193.0
2285 221.6
2773 252.1
3326 284.6
Y-Y Axis
Iy (in. 4)
Sy (in. 3)
rx (in.)
15.76
24.62
35.45
48.25
63.02
79.76
98.47
119.1
141.8
166.4
193.0
221.6
252.1
284.6
1.588
1.985
2.382
2.778
3.175
3.572
3.969
4.366
4.763
5.160
5.557
5.954
6.351
6.748
13.99
17.48
20.98
24.48
27.97
31.47
34.97
38.46
41.96
45.46
48.96
52.45
55.95
59.45
8.952
11.19
13.43
15.67
17.90
20.14
22.38
24.62
26.86
29.09
31.33
33.57
35.81
38.05
In Table 4A, add the following design values for Baldcypress
Design values in pounds per square inch (psi)
Species and
commercial grade
Size classification
Bending
Tension
parallel
to grain
Shear
parallel
to grain
Compression
perpendicular
to grain
Compression
parallel to
grain
Modulus of
Elasticity
Fb
Ft
Fv
Fc⊥
Fc
E
1200
1000
825
475
650
925
525
250
650
550
450
250
350
500
275
125
160
160
160
160
160
160
160
160
615
615
615
615
615
615
615
615
1200
1050
900
525
575
1100
925
600
1,400,000
1,400,000
1,300,000
1,200,000
1,200,000
1,200,000
1,100,000
1,000,000
Grading
Rules
Agency
Baldcypress
Select Structural
No. 1
No. 2
No. 3
Stud
Construction
Standard
Utility
44
2” & wider
2” & wider
2”-4” wide
SPIB
In Table 4D, add the following design values for Baldcypress
Design values in pounds per square inch (psi)
Species and
commercial grade
Bending
Tension
parallel
to grain
Shear
parallel
to grain
Compression
perpendicular
to grain
Compression
parallel to
grain
Modulus of
Elasticity
Size classification
Fb
Ft
Fv
Fc⊥
Fc
E
5”x5” & larger
1150
1000
625
750
675
425
200
200
175
615
615
615
1050
925
600
1,300,000
1,300,000
1,000,000
Grading
Rules
Agency
Baldcypress
Select Structural
No. 1
No. 2
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SPIB
AMERICAN FOREST & PAPER ASSOCIATION
American Wood Council
Engineered and Traditional Wood Products
November 2002
2002 ERRATA
to the
NATIONAL DESIGN SPECIFICATION® (NDS®)
FOR WOOD CONSTRUCTION, ANSI/AF&PA NDS-2001
included in the Allowable Stress Design (ASD) Manual for Engineered Wood Construction
(printed version dated 06-02 20M)
121
Replace Table 13.2.1C with the table on the following page:
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November 2002 Errata
Page 2
Table 13.2.1C Nominal Wood Capacity Parallel to Grain, P w , for Timber Rivets
Rivet Length = 2-1/2" sp = 1" sq = 1"
Member
Thickness
(inches)
5
6.75
8.5
10.5
12.5
and
greater
Note:
Rivets
per
row
2
4
6
8
10
12
14
16
18
20
2
4
6
8
10
12
14
16
18
20
2
4
6
8
10
12
14
16
18
20
2
4
6
8
10
12
14
16
18
20
2
4
6
8
10
12
14
16
18
20
Pw (lbs.)
2
2340
3440
4620
5850
6750
7630
8360
8770
9750
10320
2710
3980
5350
6770
7810
8830
9670
10160
11290
11950
3070
4510
6060
7670
8850
10010
10960
11510
12790
13540
3400
5000
6710
8490
9800
11080
12130
12740
14160
14990
3540
5210
6990
8860
10220
11550
12650
13290
14760
15630
4
5610
7390
9160
10840
12500
13830
15480
17110
18580
20320
6490
8550
10600
12550
14480
16020
17920
19810
21510
23530
7350
9690
12000
13920
15730
17590
19360
21050
22670
24220
7730
9490
11400
13150
14810
16520
18140
19680
21160
22580
7610
9300
11140
12840
14440
16090
17650
19140
20570
21940
6
8750
11100
13460
15980
18160
20310
22190
24450
26630
28530
10130
12850
15590
18500
21020
23510
25690
28310
30160
32140
10580
12400
14390
16320
18150
19970
21660
23410
24900
26510
9830
11460
13250
15020
16700
18360
19910
21520
22900
24380
9540
11100
12840
14540
16160
17770
19270
20840
22170
23600
8
12310
15470
18660
21550
24460
27420
30170
32320
34810
36940
14260
17910
20390
22880
25280
27430
29640
31700
33950
35770
13060
14710
16700
18720
20680
22430
24250
25950
27810
29310
11980
13490
15310
17170
18980
20600
22280
23850
25570
26970
11590
13040
14810
16620
18370
19940
21580
23100
24770
26130
No. of rows per side
10
12
16120
19500
19950
23830
23860
28320
27350
32280
30810
36610
34280
40030
37450
44150
40570
47660
43460
50890
45920
53610
18660
22570
22580
26120
25510
29030
28260
31840
30980
34680
33360
37720
35930
40500
38300
43040
40490
45390
43070
48280
16620
19300
18410
21240
20790
23640
23050
25970
25290
28330
27270
30870
29400
33190
31370
35320
33200
37290
35350
39720
15210
17650
16860
19460
19060
21690
21150
23850
23230
26040
25060
28400
27040
30560
28870
32550
30570
34390
32570
36640
14710
17060
16300
18820
18440
20990
20470
23090
22490
25230
24270
27520
26190
29620
27970
31560
29630
33350
31570
35550
14
22600
27290
31970
36580
40780
45490
49280
52960
57230
60140
26170
29190
32670
35470
38400
40900
43810
46460
49750
52920
21990
23720
26610
28960
31420
33520
35960
38200
40960
43640
20110
21740
24430
26610
28900
30870
33150
35240
37820
40310
19440
21030
23650
25780
28010
29920
32150
34180
36690
39120
16
25910
30900
35960
40900
45840
50870
55620
60450
64170
68380
30000
34220
37760
40500
43540
47070
50240
53110
56870
60500
26530
27810
30780
33100
35660
38630
41310
43740
46920
49990
24260
25500
28270
30440
32840
35610
38110
40390
43350
46220
23450
24670
27370
29490
31830
34530
36970
39190
42080
44880
18
29380
34920
40830
45890
51260
56690
62580
67870
73010
76480
34020
40420
45400
47980
51130
55050
58540
63200
67670
72000
33760
34060
37040
39250
41930
45240
48200
52130
55920
59580
30870
31230
34030
36110
38630
41730
44500
48170
51710
55140
29840
30230
32960
35000
37450
40470
43180
46760
50210
53560
20
33160
39400
46080
51790
57850
63970
70620
76590
81160
84960
38390
45620
52330
54310
59140
63330
67000
72360
75240
80080
41900
40180
42750
44510
48600
52180
55320
59860
62350
66480
38340
36880
39320
41000
44830
48190
51140
55390
57750
61620
37060
35700
38100
39750
43490
46760
49650
53800
56110
59880
Member dimension is identified as “b ” in Figure 13A for connections with steel side plates on opposite sides. For connections having only one plate,
member dimension is twice the thickness of the wood member. Linear interpolation for intermediate values shall be permitted.
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November 2002 Errata
Page 3
2002 ERRATA
to the
2001 Edition of
ASD/LRFD Supplement on
Special Design Provisions for Wind and Seismic
(printed version dated 06-02 20M)
Page
16
Revision
In Table 4.2A revise column headers A & B as follows:
Replace “Boundary Nail Spacing (inches)” with “Nail Spacing (in.) at diaphragm boundaries (all cases),
at continuous panel edges parallel to load (Cases 3 & 4), and at all panel edges (Cases 5 & 6)”
Change boundary nail spacing of 3 inches to 2-1/2 inches
“Panel Edge Nail Spacing (inches)” with “Nail Spacing (in.) at other panel edges (Cases 1, 2, 3 & 4)”
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November 2002 Errata
Page 4
2002 ERRATA
to the
2001 Edition of
ASD Supplement on
Wood Structural Panels
(printed version dated 06-02 20M)
Page Revision
SP-12 In Table 3.1 change all column headings as follows:
“Strength Axisa Perpendicular to Supports” should be “Stress Applied Parallel to Strength Axisa”
“Strength Axisa Parallel to Supports” should be “Stress Applied Perpendicular to Strength Axisa”
SP-13 In Table 3.1.1 change all column headings as follows:
“Stength Axisa” to “Stress Applied”
“Perpendicular to Supports” should be “Parallel to Strength Axisa”
“Parallel to Supports” should be “Perpendicular to Strength Axisa”
SP-14 In Table 3.2 change all column headings as follows:
“Strength Axisa Perpendicular to Supports” should be “Stress Applied Parallel to Strength Axisa”
“Strength Axisa Parallel to Supports” should be “Stress Applied Perpendicular to Strength Axisa”
SP-15 In Table 3.2.1 change all column headings as follows:
“Stength Axisa” to “Stress Applied”
“Along the Loading Direction” should be “Parallel to Strength Axisa”
“Across the Loading Direction” should be “Perpendicular to Strength Axisa”
SP-16 In Table 3.3 change all column headings as follows:
“Strength Axisb Perpendicular to Supports” should be “Stress Applied Parallel to Strength Axisb”
“Strength Axisb Parallel to Supports” should be “Stress Applied Perpendicular to Strength Axisb”
SP-16 In Table 3.3.1 change all column headings as follows:
“Stength Axisa” to “Stress Applied”
“Perpendicular to Supports” should be “Parallel to Strength Axisa”
“Parallel to Supports” should be “Perpendicular to Strength Axisa”
SP-17 In Table 3.4 change all column headings as follows:
“Strength Axisb Perpendicular to Supports” should be “Stress Applied Parallel to Strength Axisb”
“Strength Axisb Parallel to Supports” should be “Stress Applied Perpendicular to Strength Axisb”
SP-18 In Table 3.4.1 change all column headings as follows:
“Stength Axisa” to “Stress Applied”
“Perpendicular to Supports” should be “Parallel to Strength Axisa”
“Parallel to Supports” should be “Perpendicular to Strength Axisa”
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AMERICAN FOREST & PAPER ASSOCIATION
American Wood Council
Engineered and Traditional Wood Products
October 2002
2002 ERRATA
to the
NATIONAL DESIGN SPECIFICATION® (NDS®)
FOR WOOD CONSTRUCTION, ANSI/AF&PA NDS-2001
included in the Allowable Stress Design (ASD) Manual for Engineered Wood Construction
(printed version dated 06-02 20M)
Page
16
Revision
Equation 3.4-5 should be:
Vr ' =
ª § d − dn · º
2
¸¸e»
Fv ' b «d − ¨¨
3
¬ © dn ¹ ¼
(Note: Breadth, b, added to equation)
17
Equation 3.4-6 should be:
ª2
ºª d º
Vr ' = « Fv ' bde » « e »
¬3
¼¬ d ¼
2
(Note: de replaces dn)
18
Section 3.5.1, last sentence: change the word “be” to “been.”
19
Section 3.7.1.3: change Re/d to e/d.
28
Section 4.4.1.2 (a) – (e) should be:
(a)
d/b ≤ 2
(remainder unchanged)
(b)
2 < d/b ≤ 4
(remainder unchanged)
(c)
4 < d/b ≤ 5
(remainder unchanged)
(d)
5 < d/b ≤ 6
(remainder unchanged)
(e)
6 < d/b ≤ 7
(remainder unchanged)
(Note: < changed to ≤)
73
Table 11.3.2 Footnote 2: change Fe⊥ = 6100G1.45 (D)½ to Fe⊥ = 6100G1.45 / (D)½
74
Table 11.3.2A add Yellow Poplar with Specific Gravity = 0.43
(remainder unchanged)
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October 2002 Errata
Page 2
2002 ERRATA
to the
2001 Edition of
ASD Guidelines to the
Allowable Stress Design (ASD) Manual for Engineered Wood Construction
(printed version dated 06-02 20M)
Page
IJ-32
Revision
Figure 14 (WIJ-1.3) change IIC rating for Carpet & Pad, without Gypsum Concrete from “62” to “66.”
IJ-33
Figure 15 (WIJ-1.4) change Report No: UL R14373 should be R10371-1.
2002 ERRATA
to the
2001 Edition of
ASD/LRFD Supplement on
Special Design Provisions for Wind and Seismic
(printed version dated 06-02 20M)
Page
9
Revision
In Table 3.2A change the Nominal Uniform Loads for sheathing with long dimension parallel to supports
with an actual stud spacing of 24" o.c. as follows:
Span Rating
24/16
32/16
40/20
48/24
Nominal Uniform Load
Delete 352 and Replace with 252
Delete 452 and Replace with 402
Delete 752 and Replace with 652
Delete 1152 and Replace with 902
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AMERICAN FOREST & PAPER ASSOCIATION
American Wood Council
Engineered and Traditional Wood Products
September 2002
2002 ERRATA
to the
NATIONAL DESIGN SPECIFICATION® (NDS®)
FOR WOOD CONSTRUCTION, ANSI/AF&PA NDS-2001
(printed version dated 03-02 2M)
Page Revision
28
Section 4.4.1.2 (a) – (e) should be:
(a)
d/b ≤ 2
(remainder unchanged)
(b)
2 < d/b ≤ 4
(remainder unchanged)
(c)
4 < d/b ≤ 5
(remainder unchanged)
(d)
5 < d/b ≤ 6
(remainder unchanged)
(e)
6 < d/b ≤ 7
(remainder unchanged)
(Note: < changed to ≤)
73
Table 11.3.2 Footnote 2: change Fe⊥ = 6100G1.45 (D)½ to Fe⊥ = 6100G1.45 / (D)½
unchanged)
74
Table 11.3.2A add Yellow Poplar with Specific Gravity = 0.43
(remainder
1111 Nineteenth Street, NW, Suite 800 - Washington, DC 20036 - 202 463-2766 - Fax: 202 463-2791 - www.awc.org
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AMERICAN FOREST & PAPER ASSOCIATION
American Wood Council
Engineered and Traditional Wood Products
June 2002
2002 ERRATA
to the
2001 Edition of
NATIONAL DESIGN SPECIFICATION® (NDS®)
FOR WOOD CONSTRUCTION, ANSI/AF&PA NDS-2001
(for initial printed version dated 03-02 2M)
Page Revision
16
Equation 3.4-5 should be:
Vr ' =
  d − dn  
2
e
Fv ' b d − 
3
  dn  
(Note: Breadth, b, added to equation)
17
Equation 3.4-6 should be:
2
 d 
Vr ' =  Fv ' bde   e 
3
 d 
2
(Note: d e replaces d n)
35
Revise section 5.4.1 as follows:
Curved bending members having a varying rectangular cross section (see Figure 5A) and taper cut
glued laminated bending members shall be designed in accordance with Reference 48 52.
72
Add footnote 1 to KD term in Table 11.3.1B Reduction Terms, Rd, as follows:
1. For threaded fasteners where nominal diameter (see Appendix L) is greater than or equal to
0.25" and root diameter is less than 0.25", R d = KD Kθ.
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June 2002 Errata
Page 2
Page Revision
76
In Table 11.5.1A Edge Distance Requirements for loading parallel to grain should be:
Table 11.5.1A Edge Distance Requirements 1,2
Direction of Loading
Parallel to Grain:
when l /D = 6
when l /D > 6
Minimum Edge Distance
1.5D
1.5D or ½ the spacing between rows,
whichever is greater
(Remainder Unchanged)
95-101 In footnote 2 of Tables 11L-11R, diameter range for bending yield strengths should be revised as
follows:
Fyb = 80,000 psi for 0.177” < D # 0.236”
Fyb = 70,000 psi for 0.236” < D # 0.273”
(Note: 0.236” replaces 0.244” and diameter range for Fyb = 70,000 psi added.)
G=0.67
Red Oak
G=0.55
Mixed Maple
Southern Pine
G=0.5
Douglas Fir-Larch
G=0.49
Douglas Fir-Larch
(N)
G=0.46
Douglas Fir(S)
Hem-Fir(N)
G=0.43
Hem-Fir
G=0.42
Spruce-Pine-Fir
G=0.37
Redwood
(open grain)
G=0.36
Eastern Softwoods
Spruce-Pine-Fir (S)
Western Cedars
Western Woods
G=0.35
Northern Species
14
14
14
14
14
14
14
lbs.
167
184
203
213
212
212
212
lbs.
133
142
154
178
177
177
177
lbs.
119
126
135
157
162
162
162
lbs.
116
123
131
152
159
159
159
lbs.
109
114
122
139
150
150
150
lbs.
101
105
111
126
141
141
141
lbs.
99
102
108
122
138
138
138
lbs.
87
89
93
102
114
122
122
lbs.
85
87
91
100
111
120
120
lbs.
83
84
87
95
106
117
117
D
in.
0.242
0.242
0.242
0.242
0.242
0.242
0.242
G=0.55
Mixed Maple
Southern Pine
G=0.5
Douglas Fir-Larch
G=0.49
Douglas Fir-Larch
(N)
G=0.46
Douglas Fir(S)
Hem-Fir(N)
G=0.43
Hem-Fir
G=0.42
Spruce-Pine-Fir
G=0.37
Redwood
(open grain)
G=0.36
Eastern Softwoods
Spruce-Pine-Fir (S)
Western Cedars
Western Woods
G=0.35
Northern Species
D
in.
0.242
0.242
0.242
0.242
0.242
0.242
G=0.67
Red Oak
ts
in.
0.075
0.105
0.120
0.134
0.179
0.239
Wood Screw
Number
Wood Screw
Diameter
In Table 11M, design values for 0.242” diameter wood screws should be:
Side Member
Thickness
96
Wood Screw
Number
ts
in.
1/2
5/8
3/4
1
1 1/4
1 1/2
1 3/4
Wood Screw
Diameter
In Table 11L, design values for 0.242” diameter wood screws should be:
Side Member
Thickness
95
14
14
14
14
14
14
lbs.
203
212
219
225
250
282
lbs.
174
183
188
194
217
240
lbs.
161
169
175
180
202
221
lbs.
158
166
171
177
198
217
lbs.
151
159
164
169
189
206
lbs.
142
150
154
160
179
194
lbs.
139
147
151
156
175
190
lbs.
125
132
136
141
158
170
lbs.
123
130
134
139
156
166
lbs.
119
126
130
135
152
162
1111 Nineteenth Street, NW, Suite 800 - Washington, DC 20036 - 202 463-2766 - Fax: 202 463-2791 - www.awc.org
America’s Forest & Paper People® - Improving Tomorrow’s Environment Today ®
June 2002 Errata
Page 3
117
G=0.55
Mixed Maple
Southern Pine
G=0.5
Douglas Fir-Larch
G=0.49
Douglas Fir-Larch
(N)
G=0.46
Douglas Fir(S)
Hem-Fir(N)
G=0.43
Hem-Fir
G=0.42
Spruce-Pine-Fir
G=0.37
Redwood
(open grain)
G=0.36
Eastern Softwoods
Spruce-Pine-Fir (S)
Western Cedars
Western Woods
G=0.35
Northern Species
Sinker Nail
Box Nail
Common Wire
Nail
D
in.
Pennyweight
0.177
20d
0.177
20d
0.177
20d
0.177
20d
0.177
20d
G=0.67
Red Oak
ts
in.
3/4
1
1 1/4
1 1/2
1 3/4
Nail Diameter
In Table 11N, design values for 0.177” diameter nails should be:
Side Member
Thickness
97
lbs.
200
213
213
213
213
lbs.
153
178
178
178
178
lbs.
134
155
163
163
163
lbs.
130
150
159
159
159
lbs.
121
138
151
151
151
lbs.
111
125
141
141
141
lbs.
107
121
136
138
138
lbs.
92
102
113
123
123
lbs.
90
99
110
121
121
lbs.
87
95
105
117
117
Equation 13.2-3 should be:
Q w = q w p 0.8C ∆
(Note: C ∆ replaces C D)
152
In Appendix E.6 Sample Solution of Staggered Bolts, equation for ZRT-2' should be:
ZRT-2' = 2(240 psi)(3.125”)(4”) = 6,000 lbs.
160
In Table I1, fastener diameter range for 70,000 psi and 80,000 psi bending yield strength should be:
Fyb = 80,000 psi for 0.177” < D # 0.236”
Fyb = 70,000 psi for 0.236” < D # 0.273”
(Note: 0.236” replaces 0.244”.)
161
In Appendix J.5, equation for Ζθ' should be:
Zθ ' =
Z|| ' Z ⊥ '
Z|| ' sin2θ + Z ⊥ ' cos2θ
(Note: Z⊥ ' replaces Z⊥ )
167
Revise footnote 3 as follows:
3. Single lead thread shown. Thread length is at least four times the screw diameter or two-thirds of
the screw diameter length, whichever is greater. Screws which are too short to accommodate the
minimum thread length, have threads extending as close to the underside of the head as
practicable.
1111 Nineteenth Street, NW, Suite 800 - Washington, DC 20036 - 202 463-2766 - Fax: 202 463-2791 - www.awc.org
America’s Forest & Paper People® - Improving Tomorrow’s Environment Today ®