2005 ERRATA to the Edition of. the Allowable Stress Design (ASD) Manual for Engineered Wood Construction (printed version dated M)

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1 AMERICAN FOREST & PAPER ASSOCIATION American Wood Council Engineered and Traditional Wood Products June ERRATA the Allowable Stress Design (ASD) Manual for Engineered Wood Construction 93 In Figure 10.28, the equation for R 2 should be revised as follows: 2 ( l + b( a) ) Pa R 2 = V2 + V3 KKK = 2 l + 3 2l Change the minus sign to a plus sign in front of the variable b ERRATA NATIONAL DESIGN SPECIFICATION (NDS ) FOR WOOD CONSTRUCTION (printed versions dated M, M, M) 112 In section , 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 Nineteenth Street, NW, Suite Washington, DC Fax:

2 AMERICAN FOREST & PAPER ASSOCIATION American Wood Council Engineered and Traditional Wood Products January ERRATA the Allowable Stress Design (ASD) Manual for Engineered Wood Construction 32 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 Nineteenth Street, NW, Suite Washington, DC Fax:

3 AMERICAN FOREST & PAPER ASSOCIATION American Wood Council Engineered and Traditional Wood Products December ERRATA NATIONAL DESIGN SPECIFICATION (NDS ) FOR WOOD CONSTRUCTION (printed versions dated M, M, M) 59 In Table Wet Service Factors, C M, for Connections, change the following: Moisture Content Fastener Type At Time of Fabrication In-Service C M Lateral Loads Metal Connector Plates 2 any > 19% In Table Penetration Depth Factors, C d, 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 F ce to F be Nineteenth Street, NW, Suite Washington, DC Fax:

4 American Wood Council Engineered and Traditional Wood Products May ADDENDUM SUPPLEMENT TO THE NDS - DESIGN VALUES FOR WOOD CONSTRUCTION 4 In Table 2.1, add the following: Species or Species Combination Species That May Be Included in Combination Grading Rules Agencies Design Values Provided in Tables Alaska Cedar Alaska Cedar WCLIB 4A Alaska Hemlock Alaska Hemlock WWPA 4A Alaska Yellow Cedar Alaska Yellow Cedar WCLIB, WWPA 4A 31 In Table 4A, add the following species and design values: Design values in pounds per square inch (psi) Species and commercial grade Size classification Bending F b Tension parallel F t Shear parallel F v Compression perpendicular F c Compression parallel to grain F c Modulus of Elasticity E Select Structural 1, ,000 1,400,000 No ,300,000 No. 2 2 & wider ,200,000 No ,100,000 Stud 2 & wider ,100,000 Construction ,200,000 Standard 2-4 wide ,100,000 Utility ,000,000 Select Structural ,700,000 No ,600,000 No. 2 2 & wider ,500,000 No ,400,000 Stud 2 & wider ,400,000 Construction ,400,000 Standard 2-4 wide ,300,000 Utility ,200,000 Select Structural ,500,000 No ,400,000 No. 2 2 & wider ,300,000 No ,200,000 Stud 2 & wider ,200,000 Construction ,300,000 Standard 2-4 wide ,100,000 Utility ,100,000 Grading Rules Agency WCLIB WWPA WWPA WCLIB 1111 Nineteenth Street, NW, Suite 800 Washington, DC Fax:

5 42 In footnote 2, add values for Douglas Fir-Larch (N) as follows: May 2004 Errata Page 2 Species Douglas Fir-Larch (N) Modulus of Elasticity E (x10 6 ) (psi) Specific Gravity G Shear Parallel to Grain F v (psi) Compression Perpendicular to Grain F c (psi) 1.0 and higher and higher Grading Rules Agency NLGA 44 In Table 4D, add the following species and design values: Species and commercial grade Size classification Bending F b Tension parallel F t Design values in pounds per square inch (psi) Shear parallel F v Compression perpendicular F c Compression parallel to grain F c Modulus of Elasticity E Select Structural Beams and 1, ,200,000 No. 1 Stringers 1, ,200,000 No ,000,000 Select Structural Posts and 1, ,200,000 No. 1 Timbers 1, ,200,000 No ,000,000 Grading Rules Agency WCLIB 1111 Nineteenth Street, NW, Suite 800 Washington, DC Fax:

6 AMERICAN FOREST & PAPER ASSOCIATION American Wood Council Engineered and Traditional Wood Products April ERRATA ASD STRUCTURAL LUMBER SUPPLEMENT L-55 In Table 7.10, replace Southern Pine Grade #2 and #3 Maximum Floor Joist Spans with: Dead Load = 10 psf Dead Load = 20 psf 2x6 2x8 2x10 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.) 12 in. 16 in in. 24 in. Southern Pine # Southern Pine # Southern Pine # Southern Pine # Southern Pine # Southern Pine # Southern Pine # Southern Pine # Alternatively, cut and paste the following onto page L-55 of the ASD Lumber Supplement to replace Table 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.

7 April 2003 Errata Page 2 Table 7.10 Joist Spacing 12 in. 16 in in. 24 in. Floor Joist Spans for Common Lumber Species (Residential Areas, Live Load = 40 psf, L/ = 360) Dead Load = 10 psf Dead Load = 20 psf 2x6 2x8 2x10 2x12 2x6 2x8 2x10 2x12 Maximum Floor Joist Spans Specie and Grade (ft.-in.) (ft.-in.) (ft.-in.) (ft.-in.) (ft.-in.) (ft.-in.) (ft.-in.) (ft.-in.) Douglas Fir-Larch SS Douglas Fir-Larch # Douglas Fir-Larch # Douglas Fir-Larch # Hem-Fir SS Hem-Fir # Hem-Fir # Hem-Fir # Southern Pine SS Southern Pine # Southern Pine # Southern Pine # Spruce-Pine Fir SS Spruce-Pine Fir # Spruce-Pine Fir # Spruce-Pine Fir # Douglas Fir-Larch SS Douglas Fir-Larch # Douglas Fir-Larch # Douglas Fir-Larch # Hem-Fir SS Hem-Fir # Hem-Fir # Hem-Fir # Southern Pine SS Southern Pine # Southern Pine # Southern Pine # Spruce-Pine Fir SS Spruce-Pine Fir # Spruce-Pine Fir # Spruce-Pine Fir # Douglas Fir-Larch SS Douglas Fir-Larch # Douglas Fir-Larch # Douglas Fir-Larch # Hem-Fir SS Hem-Fir # Hem-Fir # Hem-Fir # Southern Pine SS Southern Pine # Southern Pine # Southern Pine # Spruce-Pine Fir SS Spruce-Pine Fir # Spruce-Pine Fir # Spruce-Pine Fir # Douglas Fir-Larch SS Douglas Fir-Larch # Douglas Fir-Larch # Douglas Fir-Larch # Hem-Fir SS Hem-Fir # Hem-Fir # Hem-Fir # Southern Pine SS Southern Pine # Southern Pine # Southern Pine # Spruce-Pine Fir SS Spruce-Pine Fir # Spruce-Pine Fir # Spruce-Pine Fir # Check sources for availability of lumber in lengths greater than 20 feet.

8 AMERICAN FOREST & PAPER ASSOCIATION American Wood Council Engineered and Traditional Wood Products April ERRATA NATIONAL DESIGN SPECIFICATION (NDS ) FOR WOOD CONSTRUCTION, ANSI/AF&PA NDS Replace Table with the following: Table Incising Factors, C i Design Value C i E 0.95 F b, F t, F c,f v 0.80 F v, F cz 1.00 {Note: Move F v second row} 33 In section 5.2.2, change F v 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 should be 2-5/ In Table , metal side plate thickness range for C st = 0.9 should be: 3/16 # t s < 1/4 {Note: Add # in front of t s ; change # to < in front of ¼ } 2003 ERRATA Page IJ-29 ASD WOOD I-JOIST GUIDELINE Revision In Table 6.1, for Detail WIJ-1.5, Min. flange area: 2.25 sq. in. {Note: replaces 5.25 sq. in.}

9 2003 ERRATA April 2003 Errata Page 2 ASD WOOD STRUCTURAL PANELS SUPPLEMENT SP-22 Replace Table 4.5 with the following: Table 4.5 Panel Size Factor, Cs Panel Width, w C s w # 8 inches inches < w < 24 inches (8+w) 32 w $ 24 inches ERRATA ASD STRUCTURAL COMPOSITE LUMBER GUIDELINE SCL-9 In Section 4.2.5, revise the following: F c = F c C M C t C pt C b {Note: Add C b factor} C b = per Section of NDS 2003 ERRATA/ADDENDUM SUPPLEMENT TO THE NDS - DESIGN VALUES FOR WOOD CONSTRUCTION 4 In Table 2.1, add the following: Species or Species Combination Species That May Be Included in Combination Grading Rules Agencies Design Values Provided in Tables Baldcypress Baldcypress SPIB 4A, 4D 12 In Section under the density formula, replace Table 8A with Table A.

10 NDS Supplement changes continued. April 2003 Errata Page 3 22 In Table 1D, replace 3-1/8 in. width values with the following: Depth Area X-X Axis Y-Y Axis d (in.) A (in. 2 ) I x (in. 4 ) S x (in. 3 ) r x (in.) I y (in. 4 ) S y (in. 3 ) 3-1/8 in. Width (r y = in.) 5 1/ / / / / / / / / / / / In Table 4A, add the following design values for Baldcypress Species and commercial grade Baldcypress Size classification Bending F b Tension parallel F t Design values in pounds per square inch (psi) Shear parallel F v Compression perpendicular F c Compression parallel to grain F c Modulus of Elasticity E Grading Rules Agency Select Structural ,400,000 No ,400,000 No. 2 2 & wider ,300,000 No ,200,000 SPIB Stud 2 & wider ,200,000 Construction ,200,000 Standard 2-4 wide ,100,000 Utility ,000, In Table 4D, add the following design values for Baldcypress Species and commercial grade Baldcypress Size classification Bending F b Tension parallel F t Design values in pounds per square inch (psi) Shear parallel F v Compression perpendicular F c Compression parallel to grain F c Modulus of Elasticity E Grading Rules Agency Select Structural ,300,000 No. 1 5 x5 & larger ,300,000 SPIB No ,000,000

11 AMERICAN FOREST & PAPER ASSOCIATION American Wood Council Engineered and Traditional Wood Products November ERRATA NATIONAL DESIGN SPECIFICATION (NDS ) FOR WOOD CONSTRUCTION, ANSI/AF&PA NDS Replace Table C with the table on the following page:

12 November 2002 Errata Page 2 Table C Nominal Wood Capacity Parallel to Grain, P w, for Timber Rivets Member Thickness (inches) Note: and greater Rivet Length = 2-1/2" s p = 1" s q = 1" Rivets per P w (lbs.) row No. of rows per side 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.

13 November 2002 Errata Page ERRATA ASD/LRFD Supplement on Special Design Provisions for Wind and Seismic 16 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)

14 November 2002 Errata Page ERRATA ASD Supplement on Wood Structural Panels Page SP-12 Revision In Table 3.1 change all column headings as follows: Strength Axis a Perpendicular to Supports should be Stress Applied Parallel to Strength Axis a Strength Axis a Parallel to Supports should be Stress Applied Perpendicular to Strength Axis a SP-13 In Table change all column headings as follows: Stength Axis a to Stress Applied Perpendicular to Supports should be Parallel to Strength Axis a Parallel to Supports should be Perpendicular to Strength Axis a SP-14 In Table 3.2 change all column headings as follows: Strength Axis a Perpendicular to Supports should be Stress Applied Parallel to Strength Axis a Strength Axis a Parallel to Supports should be Stress Applied Perpendicular to Strength Axis a SP-15 In Table change all column headings as follows: Stength Axis a to Stress Applied Along the Loading Direction should be Parallel to Strength Axis a Across the Loading Direction should be Perpendicular to Strength Axis a SP-16 In Table 3.3 change all column headings as follows: Strength Axis b Perpendicular to Supports should be Stress Applied Parallel to Strength Axis b Strength Axis b Parallel to Supports should be Stress Applied Perpendicular to Strength Axis b SP-16 In Table change all column headings as follows: Stength Axis a to Stress Applied Perpendicular to Supports should be Parallel to Strength Axis a Parallel to Supports should be Perpendicular to Strength Axis a SP-17 In Table 3.4 change all column headings as follows: Strength Axis b Perpendicular to Supports should be Stress Applied Parallel to Strength Axis b Strength Axis b Parallel to Supports should be Stress Applied Perpendicular to Strength Axis b SP-18 In Table change all column headings as follows: Stength Axis a to Stress Applied Perpendicular to Supports should be Parallel to Strength Axis a Parallel to Supports should be Perpendicular to Strength Axis a

15 AMERICAN FOREST & PAPER ASSOCIATION American Wood Council Engineered and Traditional Wood Products October ERRATA NATIONAL DESIGN SPECIFICATION (NDS ) FOR WOOD CONSTRUCTION, ANSI/AF&PA NDS Equation should be: 2 d d n V r ' = Fv 'b d e 3 dn (Note: Breadth, b, added to equation) 17 Equation should be: 2 de V r ' = Fv 'bde 3 d (Note: d e replaces d n ) 18 Section 3.5.1, last sentence: change the word be to been. 19 Section : change R e /d to e /d. 28 Section (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 ) 2 73 Table Footnote 2: change F e = 6100G 1.45 (D) ½ to F e = 6100G 1.45 / (D) ½ (remainder unchanged) 74 Table A add Yellow Poplar with Specific Gravity = 0.43

16 October 2002 Errata Page ERRATA ASD Guidelines Allowable Stress Design (ASD) Manual for Engineered Wood Construction IJ-32 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 R ERRATA ASD/LRFD Supplement on Special Design Provisions for Wind and Seismic 9 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 Nominal Uniform Load 24/16 Delete 35 2 and Replace with /16 Delete 45 2 and Replace with /20 Delete 75 2 and Replace with /24 Delete and Replace with 90 2

17 AMERICAN FOREST & PAPER ASSOCIATION American Wood Council Engineered and Traditional Wood Products September ERRATA NATIONAL DESIGN SPECIFICATION (NDS ) FOR WOOD CONSTRUCTION, ANSI/AF&PA NDS-2001 (printed version dated M) Page Revision 28 Section (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 Footnote 2: change F e = 6100G 1.45 (D) ½ to F e = 6100G 1.45 / (D) ½ (remainder unchanged) 74 Table A add Yellow Poplar with Specific Gravity = 0.43

18 AMERICAN FOREST & PAPER ASSOCIATION American Wood Council Engineered and Traditional Wood Products June Equation should be: 2002 ERRATA NATIONAL DESIGN SPECIFICATION (NDS ) FOR WOOD CONSTRUCTION, ANSI/AF&PA NDS-2001 (for initial printed version dated M) 2 d d n V r ' = Fv 'b d e 3 dn (Note: Breadth, b, added to equation) 17 Equation should be: 2 de V r ' = Fv 'bde 3 d 2 (Note: d e replaces d n ) 35 Revise section 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 Add footnote 1 to K D term in Table B Reduction Terms, R d, 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 = K D K θ.

19 June 2002 Errata Page 2 76 In Table A Edge Distance Requirements for loading parallel should be: Table A Edge Distance Requirements 1,2 Direction of Loading Minimum Edge Distance Parallel to Grain: when l /D = 6 when l /D > 6 1.5D 1.5D or ½ the spacing between rows, whichever is greater (Remainder Unchanged) In footnote 2 of Tables 11L-11R, diameter range for bending yield strengths should be revised as follows: F yb = 80,000 psi for < D # F yb = 70,000 psi for < D # (Note: replaces and diameter range for F yb = 70,000 psi added.) 95 In Table 11L, design values for diameter wood screws should be: 96 In Table 11M, design values for diameter wood screws should be: Side Member Thickness Wood Screw Diameter Wood Screw Number 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 Side Member Thickness G=0.42 Spruce-Pine-Fir Wood Screw Diameter Wood Screw Number 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 ts D in. in. lbs. lbs. lbs. lbs. lbs. lbs. lbs. 1/ / / / / / lbs. lbs. lbs t s D in. in. lbs. lbs. lbs. lbs. lbs. lbs. lbs G=0.37 Redwood (open grain) G=0.36 Eastern Softwoods Spruce-Pine-Fir (S) Western Cedars Western Woods G=0.35 Northern Species lbs. lbs. lbs

20 June 2002 Errata Page 3 97 In Table 11N, design values for diameter nails should be: Side Member Thickness Nail Diameter Common Wire Nail Box Nail Sinker Nail 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 t s D in. in. Pennyweight lbs. lbs. lbs. lbs. lbs. lbs. 3/ d d / d / d / d lbs. lbs. lbs. lbs Equation should be: Q w 0. 8 = q w p C (Note: C replaces C D ) 152 In Appendix E.6 Sample Solution of Staggered Bolts, equation for Z RT-2 ' should be: Z RT-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: F yb = 80,000 psi for < D # F yb = 70,000 psi for < D # (Note: replaces ) 161 In Appendix J.5, equation for Ζ θ ' should be: Z Z 'Z θ ' = 2 2 Z 'sin θ + Z ' 'cos θ (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 underside of the head as practicable.