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WOOD STRUCTURALDESIGN DATA

1992 REVISIONS

A Manual for Architects, Builders, Engineers

and Others Concerned with Wood Construction

1986 Edition

The following pages replace the identically numbered pages from the National ForestProducts Association’s manual for Wood Structural Design Data, 1986 Edition. Theserevisions result from recent changes to the National Design Specification® for WoodConstruction.

PROPERTIES OF STRUCTURAL LUMBER Average specific gravity and average weight in pounds per cubic foot for commercially im

SPECIES

Aspen Balsam Fir Beech-Birch-Hickory Coast Sitka Spruce Cottonwood Douglas Fir-Larch Douglas Fir-Larch ( N o h ) Douglas Fir-South

Eastern Hemlock Eastern Hemlock-Tamarack Eastern Hemlock-Tamarack (North) Eastern Softwoods Eastern SPNCC Eastern White Pine Engelmann Spruce-Lodgepole Pine' (MSR 1650f and higher grades) Engelmann Spruce-Lodgepole Pine' (MSR l5OOf and lower grades)

Hem-Fir Hem-Fir ( N o h ) Mixed Maple Mixed Oak Mixed Southern Pine Mountain Hemlock Noahern Pine Northern Red Oak Northern Species Noahern White Cedar

Ponderosa Pine Red Maple Red Oak Red Pine Redwood, close grain Redwood, open grain Sitka Spruce Southern Pine Spruce-Pine-Fir Spruce-Pine-Fir (South)

~

Western Cedars Western Cedars (Noh) Western Hemlock Western Hemlock ( N o h ) Western White Pine Western Woods White Oak Yellow Poplar

1. Specific gravity based on weight and volume when oven dry. 2. Weight per cubic foot is based on weight and volume at a moisture content of 15 percent.

tad species 0: species combinations.

SPECIFIC' GRAVITY

0.39 0.36 0.71 0.39 0.41 0.50 0.49 0.46

0.41 0.41 0.47 0.36 0.41 0.36 0.46

0.38

0.43 0.46 0.55 0.68 0.5 1 0.47 0.42 0.68 0.35 0.31

0.43 0.58 0.67 0.44 0.44 0.37 0.43 0.55 0.42 0.36

0.36 0.35 0.47 0.46 0.40 0.36 0.73 0.43

WEIGHT PER CUBIC FOOT'

26.6 24.6 46.5 26.6 27.9 33.6 33.0 31.1

27.9 27.9 31.7 24.6 27.9 24.6 31.1

25.9

29.2 31.1 36.7 44.7 34.2 31.7 28.5 44.7 24.0 21.4

29.2 38.6 44.1 29.8 29.8 25.3 29.2 36.7 28.5 24.6

24.6 24.0 31.7 31.1 27.2 24.6 41.7 29.2

3. Applies only to Engelmann Spruce-Lodgepole Pine machine stress rated (MSR) structural lumber.

PROPERTIES OF STRUCTURAL LUMBER

grouping. The other standard is ASTM Designation D-245, "Methods for Establishing Structural Grades for Visually Graded Lumber" which sets forth reduction factors to be applied to the clear wood values and provides procedures for determining strength ratios, based on knots and other characteristics, which, when applied to the adjusted clear wood values, results in working stresses for the various commercial grades of any species. This standard also provides adjustments for degree of density and for condition of seasoning.

A third standard is ASTM D-1990, "Standard Practice for Establishing Allowable Properties for Visually Graded Dimension Lumber from In-Grade Tests of Full-Size Specimens, " which outlines criteria to properly analyze data from In-Grade tests. ASTM D-1990 applies directly to dimension lumber in sizes from 2x2 to 4x16.

Lumber Grading Rules

Lumber grading rules are, in effect, specifications of quality in that the maximum knots, slope of grain and other strength reducing characteristics are described in sufficient detail so that the procedures of ASTM Designation D-245 can be applied and working stresses assigned to the specified quality. It is common practice to give each grade a commercial designation such as No. 1, etc. This means that the purchaser orders the commercial grade which qualifies for the design values used in design.

Machine Graded Lumber

While most structural lumber has design values assigned on the basis of visual grading to meet a minimum quality specification, there is a growing trend toward the non-destructive testing of lumber by machine. In this method a piece of lumber is passed flat-wise through a series of loading rollers and the stiffness, or modulus of elasticity, is automatically recorded. Through correlation with previously established test data, bending strength and other strength properties are assigned to each piece tested. At present, machine grading is supplemented by visual grading particularly in the assignment of horizontal or longitudinal shear values.

National Design Specification

The principal reference for the working stresses for commercial grades of structural lumber is the National Design Specification@ for Wood Construction (NDS@) available from the National Forest Products Association, Washington, D.C. The design value information in this specification is taken from the published rules written by the various grading rules writing agencies. When these values are used, each piece of lumber is required to be identified by the grade mark of a lumber grading or inspection agency recognized as being competent.

The NDS provides for design of single member uses of lumber and other structural timbers, and also for repetitive member uses of lumber where load sharing is known to exist between repetitive framing members, which are spaced not more than 24 inches, are not less than 3 in number and are jointed by floor, roof or other loaddistributing elements adequate to support the design load. For repetitive member uses, the design values in bending are higher than those for single member uses, as provided in the NDS.

13

0.6 0.5 1 0.4

a 0.3 d 0.2 0.1


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Adjustments of Design Values for Duration of Loading

Normal Duration of Loading:

The design values listed in the National Design Specification and most other wood engineering references are for normal duration of loading. Normal load duration contemplates fully stressing a member to the tabulated normal duration design value by the application of the full maximum normal design load for a duration of approximately ten years (either continuously or cumulatively) andlor the application of 90 percent of this full maximum normal load continuously throughout the remainder of the life of the structure, without encroaching on the factor of safety. See Figure 6.

Figure 6. Adjustment of Working Stresses For Various Durations of Load.*

+Derived from the Forest Products Laboratory Report No. R1916

~~


Adjustments for Other Durations of Loading:

Since tests have shown that wood has the property of carrying substantially greater maximum loads for short durations than for long durations of loading, the design values for normal loading, except modulus of elasticity and compression perpendicular-to-grain, are adjusted as follows for other durations of loads:

When a member is fully stressed to the design value by application of the full maximum load permanently, or for a total of more than 10 hears either continuously or for cumulative periods of full maximum load, use 90 percent of the design value given for normal loading conditions.

Likewise, when the duration of the full maximum load does not exceed the following durations, adjust the design values for normal loading durations, except modulus of elasticity and compression perpendicular-to-grain, to a new stress level by increasing them:

15 percent for two months duration, as for snow,

25 percent for seven days duration, I 60 percent for 10 minutes duration, as for wind or earthquake,

100 percent for impact.

Design values for normal loading conditions may thus be used without regard for impact if the stress induced by impact does not exceed the design value for normal loading.

The impact load duration increase factor does not apply when the member has been pressure-treated with water-borne preservatives to the heavy retentions required for "marine" exposure, nor when the member has been pressure-treated with fire retardant chemicals.

Combinations of Loads of Different Durations

The preceding adjustments are not cumulative in the sense that the required size of a member cannot be determined for a load of particular duration without consideration of the total load resulting from that load together with the other loads of longer durations when applied simultaneously. In cases where combinations of loads of different durations are applied simultaneously, the size of member is usually determined for the total of all loads applied simultaneously and the adjusted design values for that load which has the shortest duration in the combination of loads. However, in some instances, this procedure may cause the member to be overstressed by loads of longer duration. To insure that the overstress will not occur the following procedure

15


1. Determine the magnitude of each load that will occur on a structural member and accumulate subtotals of combinations of these loads of progressively shorter durations.

2. Divide each of these subtotals by the load duration factor of the load having the shortest duration in the combination of loads under consideration.

Shortest Duration in the Combination Load Duration of Loads Being Considered Factor

Permanent . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.90 Normal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.00 Two Months . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.15 Seven Days . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.25 Wind or Earthquake . . . . . . . . . . . . . . . . . . . . . . . 1.60 Impact . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2.00

3. The largest value thus obtained indicates which is the critical combination and the loading to be used in determining the structural element.

Connect ions

The impact load duration factor shall not apply to connections. Connection design values shall be adjusted by applicable load duration factors which are less than or equal to 1.6, except when the load capacity of the connection is controlled by strength of the metal fastener.

29

WOOD BEAMS

Notations

Except where otherwise noted, the following symbols are used in the formulas for beams:

= area of cross section, in 2

= breadth of rectangular bending member, inches = load duration factor = size factor for sawn lumber = flat use factor for dimension lumber = beam stability factor = volume factor for structural glued laminated timber = coefficient of variation in modulus of elasticity = distance from neutral axis to extreme fiber, inches = depth of bending member, inches = depth of member remaining at a notch, inches = tabulated and allowable modulus of elasticity, psi = tabulated and allowable bending design value, psi = critical buckling design value for bending members, psi = actual bending stress, psi = tabulated and allowable compression design value parallel to grain, psi = critical buckling design value for compression members, psi = actual compression stress parallel to grain, psi

F c l , F c l * = tabulated and allowable compression design value perpendicular to grain, psi F,,F,' = tabulated and allowable tension design value parallel to grain, psi fi = actual tension stress parallel to grain, psi Fv,Fv' = tabulated and allowable shear design value parallel to grain (horimntal shear), psi f" = actual shear stress parallel to grain, psi I = moment of inertia, in4 KbE = Euler buckling coefficient for beams L = span length of bending member, feet e = span length of bending member, inches 0, = effective span length of bending member, inches e , = laterally unsupported span length of bending member, inches M = maximum bending moment, inch-pounds P = total concentrated load or total axial load, lbs PIA = axial load per unit of cross-sectional area, psi psi = pounds per square inch Q = statical moment of an area about the neutral axis, in3 RB = slenderness ratio of bending member S = section modulus, in3 V = shear force, lbs W W

X

A

= total uniform load, pounds = uniform load in pounds per unit of length = distance from beam support face to load, inches = deflection due to load, inches

Beam Diagrams and Formulas

Pages 41 through 57 provide a series of shear and moment diagrams with accompanying formulas for beams under various conditions of static loading.

WOOD BEAMS

To determine the beam size required for a given span and load this equation may be written as follows:

To determine the allowable span for a given size of beam and load per linear foot, the equation takes the following form:

To determine the allowable load per linear foot for a given span and size of beam, the equation may be written as follows:

The preceding equations apply only to the condition illustrated in Figure 7. For other conditions of loading, the formula for the induced bending moment will be changed as indicated in the series of diagrams and formulas on pages 41 through 57. However, for rectangular sections, the formula for resisting moment remains the same.

Lateral Stability of Beams

Beams which are relatively deep in comparison to width may be unstable under the application of loads. Such instability is due to the tendency of the compression edge of the beam to buckle causing the beam to deflect laterally. The following general rules may be applied in providing lateral restraint for sawn lumber bending members. If the ratio of depth to breadth, d/b, based on nominal dimensions is:

(a) 2 to 1; no lateral support shall be required.

(b) 3 to 1 or 4 to 1; the ends shall be held in position, as by full depth solid blocking, bridging, hangers, nailing or bolting to other framing members, or other acceptable means.

(c) 5 to 1; one edge shall be held in line for its entire length.

(d) 6 to 1; bridging, full depth solid blocking or cross bracing shall be installed at intervals not exceeding 8 feet unless both edges are held in line or unless the compression edge of the member is supported throughout its length to prevent lateral displacement, as by adequate sheathing or subflooring, and the ends at points of bearing have lateral support to prevent rotation.

(e) 7 to 1; both edges shall be held in line for their entire length.

32

WOOD BEAMS

A more precise method of beam design which accounts for lateral stability is given below. The slenderness ratio for a bending member shall be calculated by the following formula:

The slenderness ratio, R,, for bending members shall not exceed 50.

The effective span length, 4,. for single span or cantilever bending members shall be determined as follows:

CONDITION -U- t / d < 7 -U- t I d r 7

Cantilever uniformly distributed load P, = 1.33P, P, = 0.90Pu + 3d

concentrated load at unsupported end P, = 1.87Pu P, = 1.44PU + 3d

Single Span Beam uniformly distributed load P, = 2.069, 4, = 1.639, + 3d

concentrated load at center with no intermediate lateral support

P, = 1.80P, P, = 1.374, + 3d

equal end moments P, = 1.84P,, P, = 1.841,,

The NDS outlines additional load and support conditions for determining the effective length, P,, for bending For single span or cantilever bending members with loading conditions not specified above, a members.

conservative value is:

0, = 2.06Pu 0, = 1.639, + 3d Pe = 1.844,

when !,Id < 7 when 7 S P,/d S 14.3 when P,/d > 14.3

The tabulated bending design value, Fb, shall be multiplied by all applicable adjustment factors to determine the allowable bending design value, Fb’. The beam stability factor, C,, shall be calculated as follows:

in which Fb* = tabulated bending design value multiplied by all applicable adjustment factors except C,, C, (see

NDS section 2.3), and C, FbE = KbEE’/RB* KbE = 0.438 for visually graded lumber and MEL KbE = 0.609 for products with COVE 0.11 (see NDS Appendix F.2)

When the compression edge of a bending member is supported throughout its length to prevent lateral displacement, and the ends at points of bearing have lateral support to prevent rotation, C, = 1.0.

The resisting moment of a slender beam is calculated as M = Fb’S (see page 30) but shall not exceed the full design value, FbS, including the duration of load modification (p. 13) and size factor modification (p. 33).

WOOD BEAMS

P -

Design for Bending and Axial Loading Combined

w = WL - P

Loading conditions on a beam, or other member, are sometimes of a nature which induces bending and axial tension or compression in the member at the same time. When this condition is expected to exist, the member must be designed to resist the combined forces without exceeding the allowable unit stresses.

Bending and Axial Tension

P

Figure 8. Bending and Axial Tension Combined

From Figure 8, the induced tension stress fl = PIA and the induced unit bending stress f,, = MIS. The member is in equilibrium when:

in which Fb* Fb**

= tabulated bending design value multiplied by all applicable adjustment factors except C, = tabulated bending design value multiplied by all applicable adjustment factors except C,

W/2

Figure 9. Bending and Axial Compression Combined

From Figure 9, the induced unit compression stress f, = PIA and the induced unit bending stress fb = M I S . This member is in equilibrium when:

fbl, Fbl’ and FcEl and the appropriate application of the above equation are as defined on page 200.

WOOD BEAMS

Wood Beams - Load Tables

The tables for beam loads are based on'solid wood beams of rectangular cross section, surfaced 4 sides to standard dressed dimensions, as given on pages 25 and 26. The compression edge is supported throughout the beam length to prevent lateral displacement and lateral support is provided at each end at points of bearing to prevent rotation. Beams are single span and are loaded uniformly for their entire lengths. The data are presented with span lengths in feet for the various sizes of beams with load capacities based on a range of bending stress, Fb values. Data provided for each span and nominal size of beam are as follows:

W w F,

E

= total load in pounds, uniformly distributed, based on Fb = load per linear foot of span, W L = minimum horizontal shear design value, psi, required to resist the horizontal shear stress induced by

= required modulus of elasticity design value, psi, if deflection under load W is limited to P/360 load W

Use of Tables

To use the tables, secure from appropriate reference (see page 28), the bending design value, Fbr appropriately adjusted for duration of load, service condition, size factor or other applicable modification factors, and refer tot he span length involved. If the total load W is known read down the column under the appropriate Fb heading to find a matching design load W and then red across the page to see the required beam size. If the beam size is known read across the page to the column under the appropriate Fb heading to find the design load W.

Before selecting a size of beam it is advisable to check the board measure, bm, in several sizes which qualify in order to find the one which had the least amount of lumber and thus is the most efficient.

After determining he required beam size, or design load, W, in the manner just described, it is necessary to check the horizontal shear, F,, and the modulus of elasticity, E, to make sure that the induced or required values do not exceed the respective values allowed for the species and grade of lumber to be used.

It is good practice to consult the local lumber supplier(s) before finalizing a beam design, to determine what sizes, species and grades are on hand or can be readily secured.

Use of the tables is illustrated in the two examples which follow.

Example 1. Assume a span of 14'- 0" for a species and grade of lumber having a fiber bending stress, Fb, value of 1400 psi to carry a total load of 8000 pounds. The problem is to determine the size of beam required.

Turn to the page on which the 14'- 0" span is listed and, under the column headed 1400, read down until the total load of 8000 pounds is reached. Then read to the left to note the size of beam required. In this case, the required size is a nominal 6 by 12 member having a total load capacity, W, of 8082 pounds or a load per foot, w, of 577 pounds.

200

WOOD COLUMNS

Notations

Except where otherwise noted, the following symbols are used in the formulas for columns and other compression members:

A

cD .

? d

dl ,d2

E,E' Fb &' Fbl' FbE fb fb 1 Fc,Fc' FCE

fC

Kx

* 1 3 2 *3

FcEl

KcE

P P,/d

psi

2 area of cross section, in load duration factor wet service factor temperature factor least dimension of rectangular compression member, inches cross-sectional dimensions of rectangular compression member in planes of lateral support, inches tabulated and allowable modulus of elasticity, psi tabulated and allowable bending design value, psi allowable edgewise bending design value, psi critical buckling design value for bending members, psi actual bending stress, psi actual edgewise bending stress, psi tabulated and allowable compression design value parallel to grain, psi critical buckling design value for compression hembers, psi critical buckling design value for compression members in planes of lateral support, psi actual compression stress parallel to grain, psi Euler buckling coefficient for columns spaced column fixity coefficient distance between points of lateral support of compression member, inches slenderness ratio of compression member distances between points of lateral support of compression member in planes 1 and 2, inches distance from center of spacer block to centroid of group of split ring or shear plate connectors in end block for a spaced column, inches pounds per square inch

203

~~

WOOD COLUMNS

Solid Columns

The tabulated compression design value, F,, shall be multiplied by all applicable adjustment factors to determine the allowable compression design value, F,', for square or rectangular simple, solid columns. The column stability factor, Cp, shall be calculated as follows:

in which F,*

K,, = 0.3 for visually graded lumber and MEL K,, = 0.418 for products with COVE 0.11 (see NDS Appendix F.2) c = 0.8 for sawn lumber c = 0.85 for round timber piles c = 0.9 for glued laminated timber

= tabulated com ression design value multiplied by all applicable adjustment factors except Cp F,, = K,, E'/(P,/d) !

When a compression member is supported throughout its length to prevent lateral displacement in all directions, C, = 1.0.

Limitation on PJd Ratio

The slenderness ratio for solid columns, P,/d, shall not exceed 50, except that during construction P,/d shall not exceed 75.

Column Fixity

The effective column length, P,, for a solid column shall be determined in accordance with good engineering practice. The formulas for solid columns are based on pin-end conditions but may also be applied to square-end conditions. Where column end conditions provide less stability than pin-end conditions, the effective length of the column for design purposes shall be increased accordingly. Where column end conditions provide greater stability than pin-end conditions, such as may occur for a truss compression chord or when a column is continuous through more than one story, the increased degree of fixity should be evaluated and the effective length of the column for design purposes may be reduced accordingly. Actual column length shall be permitted to be multiplied by the appropriate buckling length coefficient specified in NDS Appendix G to determine effective column length, P, = (Ka(P).

For solid columns with rectangular cross section, the slenderness ratio, P,/d, shall be taken as the larger of the ratios P,,/d, or Pe2/d2 (see Figure 12) where each ratio has been adjusted by the appropriate buckling length coefficient, K,, from NDS Appendix G.

Round Columns

The design load for a column of round cross section may be taken as the same as that for a square column of the same cross-sectional area. Thus, the d used in determining the P,/d ratio should be 0.886 times the diameter of the round column.

204

WOOD COLUMNS

Tapered Round Columns

For design of a column with rectangular cross section, tapered at one or both ends, the representative dimension, d, for each face of the column shall be derived as follows:

in which dmin - - dmx - -

the minimum dimension for that face of the column the maximum dimension for that face of the column

Surmort Conditions Large end fixed, small end unsupported or simply supported a = 0.70

Small end fixed, large end unsupported or simply supported a = 0.30

Both ends simply supported: Tapered toward one end Tapered toward both ends

a = 0.50 a = 0.70

For all other support conditions:

d=dd + (d- -d*)( 1/3)

Calculations of f, and C, shall be based on the representative dimension, d. In addition, f, at any cross section in the tapered column shall not exceed the tabulated compression design value parallel to grain multiplied by all applicable adjustment factors except the column stability factor, f, S (FJ(CD)(CM)(CJ.

Built-up Columns with Mechanical Fastenings

Arrangement of laminations joined by nails, bolts or other mechanical fastenings into a built-up column assembly will not make a column fully equal in strength to a one-piece member of comparable material and dimensions. The following provisions apply to nailed or bolted built-up columns with 2 to 5 laminations in which each lamination has a rectangular cross section and is at least 1-1/2" thick. The provisions also require that all laminations have the same depth (face width), d, that faces of adjacent laminations are in contact and all' laminations are full column length. Adequate nailing or bolting shall be required in accordance with NDS criteria (sections 15.3.3 or 15.3.4). When individual laminations are of different species, grades, or thicknesses, the lesser allowable compression parallel to grain design value, Fc', and modulus of elasticity, E', for the weakest lamination shall apply.

The column stability factor, C,, shall be calculated in accordance with provisions found on page 203. The column stability factor, C,, shall be modified (multiplied) by 0.60 for built-up columns nailed in accordance with NDS section 15.3.3 or by 0.75 for built-up columns bolted in accordance with NDS section 15.3.4. The effective column length, O,, and slenderness ratio, PJd, shall be determined in accordance with provisions found on page 203.

205

WOOD COLUMNS

Spaced Columns

Spaced columns are formed of two or more individual solid members with their longitudinal axes parallel, separated at the ends and at one or more intermediate points of their length by blocking and joined at the ends by split ring or shear plate connectors capable of developing the required shear resistance. As a result of the end fixity developed by the split ring or shear plate connectors and spacer blocks, the maximum unit stress, Fc', for members of spaced columns may be greater than that allowed for simple solid columns having the same PJd ratio. A greater PJd ratio may also be accepted for the members of spaced columns. The design load for a spaced column shall be the sum of the design loads for each of its individual members.

Spaced columns are classified as to degree of end fixity; Le., end condition "a" or end condition "b". The magnitude of the spaced column fixity factor, K,, is determined by the end condition. This is illustrated in Figure 14.

Condition 'a'

End Biodc

spacer Block

Condltlon 'b'

End Block

F3gure 14. Spaced Column Joined by Split Ring or Shear Plate Connectors

Condition "a": end distance S 9,/20; K,=2.5

P , and P2 = distance between points of lateral support in planes 1 and 2, measured from center to center of lateral supports for continuous spaced columns, and measured from end to end for simple spaced columns, inches.

P, = distance from center of spacer block to centroid of the group of split ring or shear plate connectors in end blocks, inches.

d, and d2 = cross-sectional dimensions of individual rectangular compression members in planes of lateral support, inches.

Condition "b": 4,/20 < end distance 4 9,/10; K, = 3 .O.

I WOOD COLUMNS

Spacer and End Block Provisions

When a single spacer block is located within the middle tenth of the column length, I,, split ring or shear plate connectors shall not be required for this block. If there are two or more spacer blocks, split ring or shear plate connectors shall be required and the distance between two adjacent blocks shall not exceed 112 the distance between centers of split ring or shear plate connectors in the end blocks.

For spaced columns used as compression members of a truss, a panel point which is stayed laterally shall be considered as the end of the spaced column, and the portion of the web members, between the individual pieces makiig up a spaced column, shall be permitted to be considered as the end blocks.

Dimensions for Spacer and End Blocks

Thickness of spacer and end blocks shall not be less than that of individual members of the spaced column nor shall thickness, width, and length of spacer and end blocks be less than required for split ring or shear plate connectors of a size and number capable of carrying the load computed in 15.2.2.5. Blocks thicker than a side member do not appreciably increase load capacity.

Connectors in End Blocks

To obtain spaced column action the split ring or shear plate connectors in each mutually contacting surface of end block and individual member at each end of a spaced column shall provide the appropriate load capacity specified in the NDS.

Design of Spaced Columns

The effective column length, P,, for a spaced column shall be determined in accordance with good engineering practice. Actual column length shall be permitted to be multiplied by the appropriate buckling length coefficient specified in NDS Appendix G to determine effective column length, 0 , = (K&P), except that the effective column length, P,, shall not be less than the actual column length, P.

For individual members of a spaced column (see Figure 14):

(a) Pl/d, shall not exceed 80, where P l is the distance between lateral supports that provide restraint perpendicular to the wide faces of the individual members.

(b) P2/d2 shall not exceed 50, where 92 is the distance between lateral supports that provide restraint in a direction parallel to the wide faces of the individual members.

(c) P3ld1 shall not exceed 40, where P3 is the distance between the center of the spacer block and the centroid of the group of split ring or shear plate connectors in an end block.

The column stability factor shall be calculated as follows:

Cp= 1 + V & / F q l+(F;/F:)/ -- F, /F: 24 C

in which F,' = tabulated compression design value multiplied by all applicable adjustment factors except C , (see 2.3)

K,E = 0.3 for visually graded lumber and machine evaluated lumber (MEL) K,E = 0.418 for products with COVE

F,E = K,E K, E' / (P,/d)2

0.11 (see NDS Appendix F.2)

207

WOOD COLUMNS

- - - - - -

2.5 for fixity condition "a" 3.0 for fixity condition "b" 0.8 for sawn lumber

Kx Kx C C - - 0.9 for glued laminated timber

When individual members of a spaced column are of different species, grades, or thicknesses, the lesser allowable compression parallel to grain design value, F,', for the weaker member shall apply to both members.

The allowable compression parallel to grain design value, F,*, for a spaced column shall not exceed the allowable compression parallel to grain design value, Fc*, for the individual members evaluated as solid columns without regard to fixity in accordance with page 203 using the column slenderness ratio P2/d2 (see Figure 14).

Combined Axial and Bending Loading

The equations on page 34 for combined flexure and axial loading apply to spaced columns only for uniaxial bending in a direction parallel to the wide face of the individual member (dimension d2 in Figure 14). Such members are in equilibrium when:

fbl = actual edgewise bending stress (bending load applied to narrow face of member) dl = wide face dimension d2 = narrow face dimension

Effective column length, I,, shall be determined in accordance with page 203. F,' and FcEl shall be determined in accordance with page 203 using the slenderness ratio, Pe/d, applicable to the plane being checked. Fbl' shall be determined in accordance with page 32. The load duration factor, C,, associated with the shortest duration load in a combination of loads shall be permitted to be used to calculate F,' and Fbl*. All applicable load combinations shall be evaluated to determine the critical load combination (see pages 14 and 15).

211

E

2100

000

2000

000

UN

IT A

XIA

L ST

RESS

ES - S

IMPL

E SO

LID

CO

LUM

NS

- I/d

from

2 t

o 30

Se

e ins

truct

ions

for u

se of

tabl

es on

page

210.

Obt

ain d

esig

n val

ues f

or E

and

Fc fr

om th

e Nat

iona

l Des

ign

Spec

ific

atio

n@

for

Woo

d C

onst

ruct

ion.

Mod

ify F

c for

diffe

rent

lo

ad du

ratio

n, if

appl

icab

le (s

eepa

ge 1

3). C

alcu

late

l/d

whe

re l=

unsu

ppor

ted

leng

th of

colu

mn i

n in

ches

andd

=app

licab

le le

ast a

ctua

l dim

ensio

n of c

olum

n cro

ss se

ctio

n.

Det

erm

ine v

alue

of F

c' fr

om ta

ble.

Fc+

4000

38

00

3600

34

00

3200

3000

28

00

2600

24

00

2200

2000

18

00

1600

14

00

1200

3600

34

00

3200

30

00

2800

26

00

2400

22

00

2000

18

00

1600

14

00

Tot

al d

esig

n lo

ad o

n co

lum

n =

cros

s-se

ctio

nal a

rea

in s

quar

e in

ches

tim

es F

c' v

alue

. Ild

2 4

6 8

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

3979

39

14

3790

35

88

3285

30

94

2884

26

65

2445

22

34

2038

18

58

1695

15

49

1419

13

03

1199

11

06

1023

94

9 88

2 82

2 76

7 71

8 67

3 37

81

3722

36

12

3432

31

62

2992

28

02

2600

23

96

2197

20

10

1836

16

79

1537

14

09

1295

11

93

1101

10

19

945

879

819

765

716

671

3583

35

30

3432

32

74

3035

28

84

2714

25

30

2342

21

56

1978

18

12

1660

15

22

1398

12

86

1185

10

95

1014

94

1 87

6 81

6 76

3 71

4 66

9 33

85

3338

32

52

3112

29

04

2770

26

19

2454

22

82

2110

19

43

1785

16

39

1506

13

85

1275

11

77

1088

10

09

937

872

813

760

711

667

3187

31

45

3069

29

48

2767

26

50

2518

23

71

2216

20

58

1903

17

54

1615

14

87

1370

12

64

1168

10

81

1002

93

2 86

7 80

9 75

7 70

9 66

5

2988

29

52

2886

27

81

2625

25

25

2409

22

81

2143

20

00

2790

27

58

2701

26

11

2479

23

93

2294

21

83

2062

19

35

2591

25

64

2516

24

39

2327

22

55

2172

20

77

1973

18

62

2393

23

70

2329

22

65

2172

21

12

2042

19

63

1875

17

79

2194

21

75

2140

20

88

2011

19

63

1906

18

41

1768

16

88

1995

19

79

1951

19

08

1847

18

08

1762

17

10

1651

15

86

1796

17

83

1761

17

27

1678

16

47

1612

15

71

1525

14

73

1597

15

87

1569

15

43

1505

14

82

1455

14

24

1389

13

49

1397

13

90

1376

13

57

1329

13

12

1292

12

69

1243

12

14

1198

11

93

1183

11

69

1149

11

37

1123

11

07

1089

10

68

1857

17

19

1588

14

65

1805

16

78

1556

14

40

1746

16

31

1518

14

11

1679

15

76

1475

13

76

1602

15

13

1423

13

34

1515

14

40

1362

12

84

1416

13

55

1291

12

24

1305

12

57

1206

11

52

1182

11

46

1107

10

66

1046

10

20

993

963

1353

12

50

1157

10

72

1333

12

34

1144

10

61

1309

12

15

1129

10

49

1281

11

93

1110

10

34

1248

11

66

1088

10

16

1207

11

33

1062

99

4 11

58

1092

10

28

967

1097

10

41

986

931

1022

97

7 93

1 88

6 93

1 89

7 86

2 82

6

995

986

976

964

950

93 1

909

879

841

790

925

918

910

900

888

873

854

829

797

754

862

805

856

800

850

794

841

787

831

779

819

768

803

755

782

738

755

715

718

683

753

749

744

73 8

73 1

722

71 1

696

677

650

706

662

702

659

698

656

693

651

687

646

679

640

670

632

657

621

641

607

618

587

3582

35

27

3423

32

54

3000

28

39

2660

24

70

2277

20

89

1911

17

47

1597

14

62

1341

12

32

1135

10

48

970

900

837

780

728

682

639

3384

33

35

3243

30

95

2872

27

31

2571

23

99

2222

20

47

1879

17

22

1578

14

47

1329

12

23

1128

10

42

965

896

833

777

726

679

637

3186

31

43

3062

29

33

2740

26

16

2475

23

22

2161

20

00

1843

16

95

1557

14

31

1316

12

13

1119

10

35

959

891

830

774

723

677

635

2988

29

50.

2880

27

68

2602

24

95

2373

22

37

2094

19

47

1802

16

63

1532

14

11

1301

12

00

1109

10

27

953

886

825

770

720

674

633

2789

27

56

2696

26

00

2459

23

67

2262

21

45

2019

18

87

1755

16

26

1503

13

89

1283

11

86

1098

10

18

945

879

820

765

716

671

630

2591

25

62

2511

24

30

2311

22

34

2145

20

45

1935

18

19

1701

15

83

1470

13

62

1262

11

69

1084

10

07

936

872

813

760

712

667

627

2392

23

68

2325

22

57

2158

20

94

2020

19

36

1843

17

43

1639

15

33

1430

13

31

1237

11

49

1068

99

4 92

5 86

3 80

6 75

4 70

6 66

3 62

3 21

93

2173

21

37

2081

20

00

1948

18

87

1818

17

41

1657

15

67

1475

13

83

1293

12

07

1125

10

49

978

912

852

797

746

700

657

618

1995

19

78

1948

19

03

1838

17

96

1748

16

92

1629

15

60

1486

14

07

1328

12

48

1170

10

95

1024

95

8 89

6 83

9 78

6 73

7 69

2 65

1 61

3 17

96

1782

17

59

1722

16

71

1638

16

00

1557

15

07

1452

13

92

1328

12

61

1193

11

25

1058

99

4 93

3 87

6 82

2 77

2 72

5 68

2 64

2 60

5 15

97

1586

15

67

1540

15

00

1475

14

46

1413

13

76

1333

12

87

1236

11

82

1126

10

69

1012

95

6 90

2 84

9 80

0 75

3 71

0 66

9 63

1 59

6 13

97

1389

13

75

1354

13

25

1307

12

85

1261

12

34

1202

11

68

1130

10

89

1045

10

00

953

907

860

815

771

729

689

652

616

583

212

E 1900

000

1800

000

UN

IT A

XIA

L ST

RESS

ES - S

IMPL

E SO

LID

CO

LUM

NS

- I/d

from

2 t

o 30

See i

nstru

ctio

ns fo

r use

of ta

bles

on pa

ge 21

0. O

btai

n des

ign v

alue

s for

E an

d Fc

from

the N

atio

nal D

esig

n Sp

ecif

icat

ion@

fo

r W

ood

Co

nstr

ucti

on.

M

odify

Fc f

or di

ffere

nt

load

dur

atio

n, if

appl

icab

le (s

eepa

ge 1

3). C

alcu

late

l/d w

here

l=un

supp

orte

d le

ngth

of co

lum

n in

inch

es an

d d=a

pplic

able

leas

t act

ual d

imen

sion o

f col

umn c

ross

sect

ion.

D

eter

min

e val

ue of

Fc'

from

tabl

e.

Fc*

3600

34

00

3200

30

00

2800

2600

24

00

2200

20

00

1800

1600

14

00

1200

10

00

3400

32

00

3000

28

00

2600

2400

22

00

2000

18

00

1600

1400

12

00

1000

80

0

Tot

al d

esig

n lo

ad o

n co

lum

n =

cros

s-se

ctio

nal a

rea

in s

quar

e in

ches

tim

es F

e' v

alue

. I/d

2 4

6 8

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

3582

35

23

3412

32

32

2960

27

90

2602

24

05

2208

20

18

1841

16

79

1532

14

01

1283

11

78

1084

lo

00

926

858

798

743

694

649

609

3384

33

31

3234

30

76

2837

26

87

2519

23

40

2158

19

81

1813

16

57

1516

13

88

1273

11

70

1078

99

5 92

1 85

5 79

5 74

1 69

2 64

7 60

7 31

85

3139

30

54

2916

27

09

2577

24

29

2268

21

03

1938

17

80

1632

14

96

1373

12

61

1160

10

70

989

916

850

791

738

689

645

605

2987

29

47

2873

27

54

2575

24

61

2332

21

90

2040

18

90

1743

16

04

1474

13

55

1247

11

50

1061

98

2 91

0 84

6 78

7 73

4 68

6 64

3 60

3 27

89

2754

26

90

2588

24

36

2339

22

27

2103

19

71

1835

17

01

1571

14

49

1335

12

32

1137

10

51

974

903

840

782

730

683

640

601

2590

25

60

2506

24

20

2292

22

10

2115

20

09

1893

17

73

1651

15

32

1419

13

12

1213

11

22

1039

96

4 89

5 83

3 77

7 72

6 67

9 63

6 59

8 23

92

2366

23

20

2248

21

42

2074

19

95

1905

18

07

1702

15

95

1487

13

83

1284

11

91

1104

10

25

952

886

825

770

720

674

632

594

2193

21

72

2134

20

74

1987

19

32

1867

17

93

1711

16

22

1529

14

35

1341

12

50

1164

10

83

1007

93

8 87

4 81

6 76

2 71

3 66

9 62

8 59

0 19

94

1977

19

45

1897

18

28

1783

17

31

1672

16

05

1532

14

53

1372

12

90

1209

11

31

1056

98

6 92

1 86

0 80

4 75

2 70

5 66

2 62

2 58

5 17

95

1781

17

56

1718

16

63

1628

15

87

1541

14

88

1430

13

66

1299

12

29

1159

10

90

1023

95

9 89

8 84

2 78

9 74

0 69

5 65

3 61

4 57

9

1596

13

97

1198

99

9

3383

31

85

2986

27

88

2590

- 15

85

1389

11

92

994

3327

31

36

2944

27

5 1

2558

- 1566

15

36

1494

14

67

1436

13

74

1352

13

20

1301

12

78

1181

11

65

1143

11

29

1113

98

7 97

6 96

1 95

2 94

1

3224

30

54

2798

26

38

2461

30

45

2897

26

75

2534

23

77

2865

27

37

2546

24

24

2286

26

83

2574

24

11

2307

21

88

2500

24

08

2271

21

82

2081

1401

12

52

1095

92

9

2275

22

10

2137

20

57

1968

1361

12

23

1074

91

6

2089

20

39

1983

19

19

1848

- 1316

11

89

1051

90

1

1910

18

72

1829

17

79

1723

1266

11

53

1025

88

4

1743

17

14

1681

16

43

1599

- 12

13

1112

99

6 86

5

1589

15

67

1542

15

13

1479

- 1156

10

98

1039

10

69

1023

97

6 96

5 93

2 89

6 84

4 82

2 79

7

1451

13

26

1215

14

34

1313

12

05

1414

12

98

1193

13

92

1280

.I1

79

1365

12

59

1162

98 1

928

859

772

1116

11

07

1098

10

87

1074

-

925

880

821

744

1027

10

20

1013

10

04

993 -

870

833

783

716

818

787

745

687

769

744

708

658

724

702

672

629

948

942

936

929

920

877

872

867

86 1

854

813

809

805

800

794

756

753

749

745

740

68 1

663

637

60 1

704

70 1

698

695

69 1

64 1

626

604

573

604

570

591

559

573

543

546

520

657

655

653

650

646

615

576

613

575

611

573

608

571

605

568

2391

23

64

2315

22

38

2124

20

51

1966

18

71

1767

16

58

1548

14

38

1333

12

34

1142

10

58

980

910

846

787

734

686

642

602

565

2193

21

70

2130

20

66

1973

19

13

1843

17

65

1678

15

84

1488

13

91

1296

12

04

1119

10

39

965

897

835

779

727

680

637

598

562

1994

19

75

1942

18

91

1816

17

68

1712

16

49

1577

15

00

1418

13

34

1250

11

68

1089

10

15

946

882

823

768

718

673

631

592

557

1795

17

80

1754

17

13

1654

16

16

1573

15

23

1466

14

04

1337

12

67

1195

11

23

1053

98

6 92

2 86

2 80

7 75

5 70

7 66

3 62

3 58

6 55

1 15

96

1584

15

64

1532

14

87

1458

14

25

1387

13

44

1296

12

43

1187

11

28

1068

10

07

948

891

837

786

738

693

651

613

577

544

1397

13

88

1372

13

49

1315

12

94

1270

12

42

1210

11

75

1135

10

92

1047

99

9 95

0 90

0 85

1 80

4 75

8 71

5 67

4 63

5 59

9 56

5 53

4 11

98

1191

11

80

1163

11

39

1124

11

07

1088

10

66

1041

10

13

982

949

913

876

838

798

759

721

683

647

613

580

549

520

999

994

986

975

959

949

937

925

910

894

876

856

833

809

783

756

727

698

668

638

609

580

552

526

500

799

796

791

784

774

768

761

753

745

735

724

712

699

685

669

652

634

614

594

574

552

531

510

489

468

213

UN

IT A

XIA

L S

TR

ESS

ES

- SIM

PL

E S

OL

ID C

OL

UM

NS

- l/d

from

2 t

o 30

See i

nstru

ctio

ns fo

r use

of t

able

s on p

age 2

10.

Obt

ain d

esig

dval

ues f

or E

and

Fc fr

om th

e Nat

iona

l Des

ign

Spec

flca

tion"

for

Woo

d C

onst

ruct

ion.

Mod

ify F

c for

diffe

rent

lo

ad d

urat

ion,

if ap

plic

able

(see

page

13)

. Cal

cula

te Ild

whe

re 1 =

unsu

ppor

ted

leng

th o

f col

umn i

n inc

hes a

nd d

=app

licab

le le

ast a

ctua

l dim

ensio

n of c

olum

ncro

ss se

ctio

n.

Det

erm

ine v

alue

of F

c' fr

om ta

ble.

Tota

l des

ign

load

on

colu

mn

= .c

ross

-sec

tiona

l are

a in

squ

are

inch

es ti

mes

Ff'

valu

e.

E 1700

000

1600

000

-

F+

3200

30

00

2800

26

00

2400

2200

20

00

1800

16

00

1400

1200

lo

00

800

600

c

3 200

30

00

2800

26

00

2400

2200

20

00

1800

16

00

1400

1200

10

00

800

600

Ild

2 4

6 8

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

3184

31

32

3035

28

75

2636

24

86

2320

21

45

1970

18

02

1644

15

00

1369

12

52

1147

10

53

969

895

828

768

713

665

621

581

544

2986

29

40

2856

27

18

2512

23

81

2235

20

79

1920

17

64

1615

14

78

1352

12

39

1136

10

45

963

889

823

764

710

662

618

579

543

2788

27

48

2675

25

58

2382

22

70

2143

20

05

1862

17

19

1582

14

52

1332

12

23

1124

10

35

955

883

818

759

707

659

616

577

541

2589

25

55

2493

23

94

2246

21

51

2043

19

24

1797

16

69

1542

14

22

1309

12

05

1110

10

24

946

875

812

754

702

655

613

574

539

2391

23

62

2310

22

27

2104

20

25

1934

18

33

1724

16

10

1496

13

86

1281

11

83

1092

10

10

935

866

804

748

697

651

609

571

536

2192

21

68

2125

20

57

1956

18

92

1817

17

33

1640

15

43

1443

13

43

1247

11

56

1072

99

3 92

1 85

5 79

5 74

1 69

1 64

6 60

5 56

7 53

3 19

94

1974

19

39

1883

18

03

1751

16

91

1623

15

47

1465

13

79

1292

12

07

1124

10

46

972

904

842

784

732

683

639

599

562

529

1795

17

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1751

17

07

1644

16

03

1556

15

02

1442

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12

31

1157

10

84

1014

94

7 88

3 82

5 77

0 72

0 67

4 63

1 59

2 55

7 52

4 15

96

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6 80

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1158

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728

685

644

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572

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509

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11

91

998

994

799

796

599

598

1179

98

5 79

1 59

5

1160

11

35

1119

11

01

1080

97

3 95

6 94

5 93

3 91

9 78

3 77

2 76

6 75

9 75

0 59

1 58

5 58

1 57

7 57

3.

1056

90

4 74

1 56

8

1029

99

9 96

6 88

6 86

7 84

5 73

1 71

9 70

6 56

3 55

7 55

0

3183

31

27

2985

29

36

2787

27

45

2589

25

53

2390

23

60

3023

28

46

2667

24

86

2304

2850

25

92

2431

22

56

2075

26

97

2474

23

33

2178

20

15

2540

23

49

2229

20

93

1948

23

79

2219

21

16

2000

18

74

2214

20

81

1996

18

98

1790

1897

18

52

1800

17

42

1675

1728

15

72

1430

16

94

1546

14

11

1655

15

17

1388

16

10

1482

13

62

1557

14

41

1330

93 1

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692

543

1303

12

88

1270

12

50

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- 893

795

676

535

854

768

659

526

814

739

641

517

773

709

62 1

506

733

678

60 1

495

1189

11

77

1164

11

48

1129

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10

79

1068

10

56

1041

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982

972

960

918

912

905

897

888

846

842

836

830

822

695

648

5 80

484

783

779

769

76 2 -

774

657

617

558

471

621

5 87

536

458

587

558

514

445

555

525

497

531

504

479

493

471

451

431

417

403

725

722

718

714

709

674

67 1

668

664

660

628

625

623

620

616

586

548

514

584

546

512

582

544

511

579

542

509

576

539

506

2192

21

66

2120

20

46

1938

18

68

1787

16

97

1599

14

97

1393

12

93

1196

11

06

1022

94

6 87

6 81

2 75

5 70

2 65

5 61

1 57

2 53

6 50

3 19

93

1972

19

34

1875

17

88

1732

16

67

1593

15

12

1426

13

37

1247

11

61

1078

lo

00

928

861

801

745

694

648

606

567

532

500

1795

17

78

1747

17

00

1632

15

88

1537

14

79

1414

13

43

1269

11

93

1117

10

43

972

905

843

786

733

684

640

599

561

527

496

1596

15

82

1559

15

22

1470

14

37

1398

13

54

1303

12

48

1188

11

26

1062

99

8 93

6 87

6 82

0 76

6 71

7 67

1 62

9 59

0 55

4 52

1 49

0 13

97

1387

13

69

1342

13

03

1278

12

50

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11

80

1139

10

94

1045

99

4 94

2 89

0 83

8 78

8 74

1 69

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3

1198

11

90

1177

11

58

1130

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629

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472

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993

984

971

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941

928

913

896

877

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779

750

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625

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756

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474

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432

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598

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590

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571

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560

554

546

538

530

520

510

499

487

475

461

447

433

419

404

389

213(

a)

E 1500

000

1400

000

UN

IT A

XIA

L S

TR

ESS

ES

- SIM

PL

E S

OL

ID C

OL

UM

NS

- l/d f

rom

2 t

o 30

Fe+

3000

28

00

2600

24

00

2200

2000

18

00

1600

14

00

1200

1000

80

0 60

0 40

0 28

00

2600

24

00

2200

20

00

1800

16

00

1400

12

00

1000

80

0 60

0 40

0

See i

nstru

ctio

ns fo

r use

of t

able

s on p

age 2

10.

Obt

ain d

esig

n val

ues f

or E

and F

c fro

m th

e Nat

iona

l Des

ign

Spec

iJic

atio

tP for

Woo

d C

onst

ruct

ion.

Mod

ify F

c for

diffe

rent

lo

ad d

urat

ion,

if ap

plic

able

(see

page

13).

Calc

ulat

e I/d

whe

re l=

unsu

ppor

ted

leng

th of

colu

mn i

n in

ches

and d

=app

licab

le le

ast a

ctua

l dim

ensi

on of

colu

mn c

ross

sect

ion.

D

eter

min

e val

ue of

Fc'

from

tabl

e.

Tot

al d

esig

n lo

ad o

n co

lum

n =

cros

s-se

ctio

nal a

rea

in s

quar

e in

ches

tim

es F

c' va

lue.

2 4

6 8

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

2984

29

32

2834

26

72

2430

22

79

2115

19

45

1778

16

20

1473

13

41

1221

11

15

1020

93

6 86

1 79

4 73

4 68

0 63

2 58

9 54

9 51

4 48

2 27

86

2741

26

57

2519

23

12

2181

20

37

1885

17

33

1586

14

48

1321

12

06

1103

10

11

928

855

789

730

677

629

586

547

512

480

2588

25

49

2478

23

61

2187

20

76

1951

18

18

1681

15

46

1418

12

98

1189

10

89

1000

92

0 84

8 78

3 72

5 67

3 62

6 58

4 54

5 51

0 47

8 23

90

2357

22

97

2200

20

55

1962

18

57

1742

16

21

1500

13

82

1271

11

68

1073

98

7 90

9 83

9 77

6 72

0 66

8 62

2 58

0 54

2 50

8 47

6 21

91

2164

21

14

2034

19

16

1840

17

52

1656

15

52

1446

13

40

1238

11

42

1053

97

1 89

7 82

9 76

8 71

3 66

3 61

7 57

6 53

9 50

5 47

4

1993

19

70

1930

18

65

1770

17

09

1639

15

59

1473

13

82

1290

11

99

1111

10

29

952

881

817

758

705

656

612

572

535

502

471

1794

17

76

1743

16

93

1618

15

70

1515

14

52

1382

13

07

1229

11

50

1073

99

8 92

8 86

2 80

1 74

5 69

4 64

7 60

5 56

5 53

0 49

7 46

7 15

95

1581

15

56

1517

14

60

1423

13

81

1333

12

79

1219

11

56

1090

10

24

959

897

837

781

729

681

636

595

558

523

491

462

1396

13

86

1366

13

37

1295

12

69

1238

12

02

1162

11

17

1069

10

17

964

909

856

804

754

707

662

621

583

547

514

484

456

1197

11

89

1176

11

55

1125

11

06

1085

10

60

1032

lo

00

965

927

887

845

802

759

717

676

637

600

565

532

502

473

447

998

993

799

795

599

597

400

399

2785

27

36

2587

25

45

2389

23

54

2191

21

61

1992

19

68

983

789

594

397

2645

24

68

2288

21

07

1924

969

78 1

589

395

2494

23

41

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20

20

1854

-

949

768

583

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2268

21

49

2024

18

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1750

-

937

76 1

579

391

2127

20

29

1923

18

07

1683

-

923

752

574

389

1974

18

96

1809

17

13

1606

-

906

743

569

387

1816

17

55

1687

16

09

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-

888

732

563

385

1660

16

14

1561

15

00

1429

7 86

7 84

4 71

9 70

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7 55

0 38

2 37

9 15

12

1375

14

78

1349

14

37

1319

13

90

1282

13

33

1238

819

791

761

730

690

673

655

635

542

533

524

514

376

373

369

365

1251

11

40

1040

95

2 12

32

1125

10

29

943

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11

07

1015

93

2 11

80

1085

99

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8 11

46

1058

97

7 90

2

698

614

502

36 1

873

866

857

846

833

665

592

490

356

803

797

790

782

77 1 - 633

569

478

35 1

74 1

736

730

723

715 -

60 1

546

464

345

685

681

676

670

663 -

569

523

450

339

635

63 1

628

623

617 - 539

500

435

333

590

587

584

580

575

511

477

420

327

549

547

544

54 1

537 -

483

454

405

320

513

511

508

506

502 - 45 8

433

390

312

480

478

476

473

470 - 434

412

375

305

449

448

446

444

442

-

1794

17

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1739

16

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1602

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14

21

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1185

11

04

1025

95

1 88

1 81

7 75

8 70

4 65

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9 53

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8 46

7 43

8 15

95

1580

15

52

1510

14

48

1408

13

62

1309

12

50

1186

11

19

1051

98

3 91

7 85

4 79

5 74

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0 64

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0 56

1 52

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2 46

2 43

4 13

96

1385

13

64

1332

12

86

1257

12

23

1184

11

40

1092

10

40

985

929

874

819

767

717

671

627

587

550

516

484

455

429

1197

11

89

1174

11

51

1119

10

98

1075

10

47

1017

98

2 94

4 90

3 86

0 81

6 77

2 72

8 68

5 64

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6 56

9 53

5 50

3 47

4 44

6 42

1

998

992

982

967

945

932

916

898

878

855

830

802

772

741

708

674

640

607

574

543

513

485

458

433

410

799

795

789

779

766

758

748

738

726

712

697

680

662

642

621

598

575

551

526

502

479

456

433

412

392

599

597

594

588

581

577

572

567

560

553

546

537

528

517

506

494

481

467

452

437

422

406

390

375

359

400

399

397

395

392

390

388

386

383

381

377

374

370

366

362

357

352

346

340

334

327

320

312

305

297

UN

IT A

XIA

L ST

RESS

ES - S

IMPL

E SO

LID

CO

LUM

NS

- l/d

from

2 t

o 30

See i

nstru

ctio

ns fo

r use

of t

able

s on p

age 2

10.

Obt

ain d

esig

n val

ues f

or E

and

Fc fr

om th

e Nat

iona

l Des

ign

Spec

ific

atio

n@ fo

r W

ood

Con

stru

ctio

n. M

odify

Fc f

or di

ffere

nt

load

dur

atio

n, if

appl

icab

le (s

ee pa

ge 1

3). C

alcu

late

Ild w

here

1 =un

supp

orte

d le

ngth

of co

lum

n in

inch

es an

d d=a

pplic

able

leas

t act

ual d

imen

sion o

f col

umn c

ross

sect

ion.

D

eter

min

e val

ue o

f Fc'

from

tabl

e.

Tota

l des

ign

load

on

colu

mn

= cr

oss-

sect

iona

l are

a in

squa

re in

ches

tim

es F

c' v

alue

.

E 13oo

oOO

12

m -

Fc+ -

2800

26

00

2400

22

00

2000

1800

16

00

1400

12

00

lo00

800

600

400

200

2600

24

00

2200

20

00

1800

1600

14

00

1200

lo

00

800

600

400

200 - 27

84

2731

26

31

2465

22

16

2064

19

02

1738

15

80

1433

12

99

1178

10

71

976

892

817

751

692

639

592

550

512

478

447

419

2586

25

41

2456

23

16

2106

19

75

1833

16

86

1541

14

04

1277

11

62

1058

96

6 88

4 81

1 74

6 68

8 63

6 58

9 54

8 51

0 47

6 44

5 41

7 23

88

2350

22

79

2162

19

87

1877

17

55

1625

14

95

1369

12

51

1142

10

43

954

875

803

740

683

632

586

545

508

474

444

416

2190

21

58

2099

20

04

1861

17

69

1667

15

56

1442

13

28

1220

11

18

1025

94

0 86

3 79

5 73

3 67

7 62

7 58

2 54

2 50

5 47

2 44

2 41

4 19

92

1966

19

18

1841

17

26

1652

15

68

1476

13

78

1279

11

82

1089

10

02

922

850

783

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670

621

577

537

501

469

439

412

1793

17

72

1734

16

73

1584

15

26

1459

13

85

1304

12

20

1135

10

53

974

900

832

769

712

661

614

571

532

497

465

436

409

1595

15

78

1548

15

02

1433

13

89

1338

12

81

1217

11

49

1078

10

07

938

872

809

751

698

649

604

563

526

491

460

432

406

1396

13

83

1361

13

26

1276

12

44

1206

11

63

1115

10

63

1007

94

9 89

1 83

4 77

9 72

7 67

8 63

3 59

1 55

2 51

7 48

4 45

4 42

6 40

1 11

97

1188

11

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1147

11

11

1089

10

63

1033

99

9 96

1 92

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0 78

4 73

9 69

4 65

1 61

1 57

3 53

7 50

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3 44

5 41

9 39

5 99

8 99

2 98

0 96

4 94

0 92

5 90

8 88

9 86

6 84

1 81

4 78

3 75

1 71

7 68

2 64

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8 54

6 51

5 48

5 45

8 43

2 40

8 38

5

799

599

400

200

795

597

399

200

788

777

763

754

593

587

580

575

397

395

391

389

199

199

198

197

2585

23

87

2189

19

91

1793

2536

23

45

2154

19

62

1770

2442

22

87

2054

19

12

2267

21

38

1944

18

23

2090

19

84

1825

17

24

1910

18

25

1697

16

16

1728

16

61

1561

14

97

744

732

719

704

687

570

564

557

549

541

387

385

382

379

375

197

196

196

195

194

1761

16

08

1462

13

25

1200

16

92

1556

14

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11

79

1613

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95

1377

12

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1153

15

24

1425

13

22

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11

21

1424

13

42

1256

11

68

lo81

669

53 1

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194

1089

10

72

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10

28

998 -

649

521

368

193

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977

962

943

919 - 62

7 50

9 36

3 19

2

902

892

880

865

847 - 60

4 49

7 35

8 19

1

824

816

807

795

780

580

483

353

190

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748

74 1

732

720 - 555

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347

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693

688

682

675

666 - 530

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341

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635

630

624

616 -

505

439

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186

590

587

583

578

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480

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185

547

544

541

537

531 -

456

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320

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503

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433

411

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374

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304

181

180

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437

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462

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358

296

178

413

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405 -

370

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287

176

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1594

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9 88

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578

573

567

560

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512

500

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471

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406

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356

340

324

400

399

397

394

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386

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380

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373

369

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359

354

348

342

335

328

320

312

303

295

286

276

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200

199

199

198

197

197

196

195

195

194

193

192

191

190

189

187

186

185

183

181

179

178

176

173

213(

c)

~~

UN

IT A

XIA

L ST

RESS

ES - S

IMPL

E SO

LID

CO

LUM

NS

- l/d

from

2 to

30

See i

nstru

ctio

ns fo

r use

of t

able

s on p

age 2

10.

Obt

ain d

esig

n val

ues f

or E

and

Fc fr

om th

e Nat

iona

l De

sig

n Sp

ecif

icat

ion@

fo

r W

ood C

onst

ruct

ion.

Mod

ify F

e for

diffe

rent

lo

ad du

ratio

n, if

appl

icab

le (s

eepa

ge 13

). Ca

lcul

ate l

/d w

here

I=un

supp

orte

d le

ngth

of co

lum

n in

inch

es an

d d=a

pplic

able

leas

t act

ual d

imen

sion o

f col

umn c

ross

sect

ion.

D

eter

min

e val

ue o

f Fc'

from

tabl

e.

Tot

al d

esig

n lo

ad o

n co

lum

n =

cros

s-se

ctio

nal a

rea

in s

quar

e in

ches

tim

es F

e' v

alue

. l/d

2 4

6 8

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

1792

17

67

1720

16

46

1534

14

62

1381

12

93

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11

10

1021

15

94

1574

15

38

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13

95

1341

12

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11

33

1056

98

0 13

95

1380

13

53

1311

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48

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11

61

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10

51

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926

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727

669

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617

659

621

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617

571

529

607

563

522

594

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513

576

537

501

549

515

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491

457

426

486

452

422

478

446

417

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438

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425

400

398

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350

395

370

347

391

366

344

385

361

340

376

354

333

1800

16

00

1400

12

00

1000

800

600

400

200

2000

18

00

1600

14

00

1200

lo00

80

0 60

0 40

0 20

0

1600

14

00

1200

lo

00

800

600

400

200

11

m

1OOO

OOO

9000

00

798

599

400

200

1989

17

91

1593

13

95

1196

-

794

596

398

200

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17

63

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13

78

1184

-

682

538

3 74

194

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10

45

lo00

94

3 87

1 - 66 1

527

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561

534

488

473

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349

342

190

189

187

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480

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440

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335

328

319

186

185

183

429

405

383

387

370

352

311

302

293

181

179

177

361

342

323

336

320

304

283

274

264

175

173

170

785

773

755

744

592

585

576

570

396

393

390

387

199

198

197

197

1889

17

82

1620

15

19

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16

27

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14

20

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14

66

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00

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11

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1162

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767

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664

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190

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624

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658

606

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641

593

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618

575

574

529

489

568

524

485

560

518

480

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509

473

534

497

463

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421

392

450

418

390

446

415

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440

410

383

432

403

377

366

343

321

364

341

320

362

339

318

358

336

315

353

331

311

997

989

974

952

919

898

874

846

815

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743

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793

784

770

750

738

723

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688

667

643

599

596

591

583

573

566

559

551

541

530

518

400

398

396

393

388

386

383

379

376

371

367

200

200

199

198

197

197

196

195

194

193

192

624

585

548

563

535

506

474

457

440

349

342

335

189

188

186

512

479

448

478

451

425

421

403

384

327

318

309

184

183

181

419

393

369

400

377

355

366

348

330

300

290

280

179

177

174

346

325

306

335

316

298

314

298

283

270

260

250

172

169

167

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13

94

1196

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7

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599

400

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750

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667

625

584

602

589

571

545

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334

186

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543

529

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326

184

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502

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464

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441

419

3 80

307

180

436

405

376

351

328

431

400

372

347

325

423

394

367

343

321

411

384

359

336

315

307

304

301

296

289

275

244

165

287

285

283

278

272

260

234

162

782

766

743

729

713

694

672

590

581

570

562

554

544

533

396

392

387

384

381

377

372

199

198

197

196

195

195

194

648

622

593

564

534

520

506

491

475

457

368

362

356

350

342

193

192

190

189

187

393

369

346

326

306

360

342

324

306

290

297

287

276

266

255

178

176

173

171

168

214

See i

nstru

ctio

ns fo

r use

of ta

bles

on pa

ge 21

0. O

btai

n des

ign v

alue

s for

E an

d Fc

from

the N

atio

nal D

es

ign

Spec

ijica

rion

@ for

Woo

d C

onst

ruct

ion.

Mod

ify F

, for

diffe

rent

lo

ad d

urat

ion,

if ap

plic

able

(see

page

13)

. Cal

cula

te I/d

whe

re 1 =

unsu

ppor

ted

leng

th of

col

umn i

n in

ches

and d

=app

licab

le le

ast a

ctua

l dim

ensio

n of c

olum

n cro

ss se

ctio

n.

Det

erm

ine v

alue

of F

c' fr

om ta

ble.

Tota

l des

ign

load

on

colu

mn

= cr

oss-

sect

iona

l are

a in

squa

re in

ches

tim

es F

c' v

alue

.

E 2100

000

2000

000

-

%+ -

4000

38

00

3600

34

00

3200

3000

28

00

2600

24

00

2200

2000

18

00

1600

14

00

1200

3600

34

00

3200

30

00

2800

26

00

2400

22

00

2000

18

00

1600

14

00

-

Wd

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

50

673

632

594

560

529

500

473

449

426

405

386

367

350

335

320

306

293

281

270

259

249

671

630

593

559

528

499

473

448

426

405

385

367

350

334

320

306

293

281

269

259

249

669

629

592

558

527

498

472

447

425

404

385

366

350

334

319

305

293

280

269

258

248

667

627

590

557

526

497

471

447

424

403

384

366

349

333

319

305

292

280

269

258

248

665

625

589

555

524

496

470

446

423

403

383

365

349

333

318

305

292

280

269

258

248

662

623

587

553

523

495

469

445

422

402

383

365

348

332

318

304

291

279

268

258

248

659

620

584

551

521

493

467

443

421

401

382

364

347

332

317

304

291

279

268

257

247

656

617

582

549

519

491

466

442

420

400

381

363

346

331

317

303

290

279

267

257

247

651

613

578

546

517

489

464

440

419

398

379

362

346

330

316

302

290

278

267

256

246

646

609

575

543

514

487

462

438

417

397

378

361

344

329

315

302

289

277

266

256

246

640

632

62 1

607

587

639

637

635

633 - 603

570

596

564

587

556

575

546

558

531

539

510

534

506

527

500

518

492

505

481

600

565

599

564

597

562

595

560

532

503

531

502

530

500

528

499

483

479

474

467

45 8

475

474

473

472 - 459

455

45 1

445

436

450

449

448

447 - 436

433

429

423

416

427

426

425

424

415

412

408

404

397

405

405

404

403 - 395

392

389

385

379

3 85

3 85

384

3 83

- 376

359

374

357

371

355

368

351

362

347

367

349

366

349

366

348

365

348

343

341

339

336

332

333

333

332

332

328

3 26

324

322

318

318

318

318

3 17

314

312

310

308

305

304

304

304

303 -

300

299

298

295

292

29 1

29 1

290

290 -

288

276

287

275

285

274

283

272

281

270

279

267

279

267

278

267

278

266

265

264

263

26 1

259

256

256

256

256 - 255

254

253

251

249

246

246

246

246 - 245

244

243

242

240

237

236

236

236

630

593

558

527

498

471

446

423

402

382

364

347

331

316

303

290

277

266

255

245

236

627

590

556

524

496

469

445

422

401

381

363

346

331

316

302

289

277

266

255

245

235

623

586

553

522

493

467

443

420

400

380

362

345

330

315

301

288

276

265

254

244

235

618

582

549

519

491

465

441

419

398

379

361

344

329

314

300

288

276

264

254

244

234

613

577

545

515

488

462

438

416

396

377

359

343

327

313

299

287

275

264

253

243

234

605

571

540

511

484

458

435

414

393

375

357

341

326

311

298

286

274

263

252

242

233

596

563

533

504

478

454

431

410

390

372

355

339

324

310

296

284

272

261

251

241

232

583

552

523

496

471

448

426

405

386

368

351

336

321

307

294

282

271

260

250

240

231

214(

a) Fe

*

UN

IT A

XIA

L S

TR

ESS

ES

- SIM

PL

E S

OL

ID C

OL

UM

NS

- l/d f

rom

30

to 5

0 Se

e ins

truc

tions

for u

se o

f tab

les o

n pa

ge 2

10.

Obt

ain

desi

gn v

alue

s fo

r E

and

FS fr

om th

e Nat

iona

l Des

ign

Spec

ijica

tion@

for

Woo

d C

onst

ruct

ion.

Mod

ify

Fe fo

r diff

eren

1 lo

ad d

urat

ion,

if ap

plic

able

(see

page

13)

. C

alcu

late

lld

whe

re 1 =

unsu

ppor

ted

leng

th o

f col

umn

in in

ches

and

d=ap

plic

able

leas

t act

ual d

imen

sion

of c

olum

n cro

ss se

ctio

n.

Det

erm

ine

valu

e of

Fc'

from

tabl

e.

Ild

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

50

Tot

al d

esig

n lo

ad o

n co

lum

n =

cros

s-se

ctio

nal a

rea

in s

quar

e in

ches

tim

es F

c' v

alue

.

3600

34

00

3200

30

00

2800

26

00

2400

22

00

2000

1800

16

00

1400

12

00

3400

32

00

3000

28

00

2600

2400

22

00

2000

18

00

1600

1400

12

00

1000

80

0

E I900

000

I800

000

609

572

607

570

605

569

603

567

601

565

598

562

594

559

590

556

585

551

579

546

570

538

559

529

543

515

576

541

575

540

573

538

571

536

568

534

565

532

562

528

557

525

551

520

544

513

534

505

520

493

500

476

468

448

538

507

537

506

535

505

534

503

532

502

530

500

527

497

524

495

520

491

515

487

509

482

501

475

489

465

509

480

508

479

507

478

505

476

503

475

501

473

498

470

495

467

491

464

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478

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444

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431

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477

476

475

474

472

470

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465

46 1

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42 1

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392 - 452

45 1

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420

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424

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42 1

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418

415

41 1

407

400

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358

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405

405

404

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402

400

399

397

394

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381

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384

383

382

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380

379

377

375

372

368

363

355

343

385

3 85

384

383

383

382

3 80

379

377

375

372

368

363

365

365

364

363

362

361

360

358

356

354

35 1

346

339

328 - 366

366

365

365

3 64

363

362

361

359

357

355

35 1

347

347

347

346

345

345

344

342

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337

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314 -

349

332

348

332

348

331

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331

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330

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330

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326

340

325

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330

315

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314

329

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313

327

312

326

311

325

310

323

308

321

307

319

304

315

301

310

296

301

289

3 17

31

7 31

6 31

6

315

314

314

313

312

3 10

30

8 30

6 30

3

300

300

299

299

298

298

297

296

295

293

29 1

288

284

277 -

303

302

302

302

301

300

300

299

298

297

295

293

290

287

286

286

286

285

284

284

283

282

280

278

276

272

266 -

289

289

289

288

288

287

287

286

285

284

282

280

278

274

274

273

273

273

272

27 1

270

269

268

266

264

26 1

255 - 27

7 26

5 27

7 26

5 27

6 26

5 27

6 26

4

275

264

275

263

274

263

274

262

273

262

272

261

270

259

269

258

266

256

262

251

262

251

262

251

261

250

261

250

260

249

260

249

259

248

258

247

257

246

255

245

253

243

250

240

245

236

254

254

254

253

253

253

252

252

25 1

250

249

247

245

241

24 1

240

240

240

239

239

23 8

23

7 23

6

235

233

23 1

227 - 24

4 24

4 24

3 24

3

243

242

242

24 1

24 1

240

239

23 8

23

6

23 1

23 1

231

230

230

230

229

228

228

227

226

224

222

218

- 23

4 22

5 23

4 22

5 23

4 22

5 23

3 22

4

233

224

233

224

232

223

232

223

231

222

231

222

230

221

228

220

227

218

222

213

222

213

221

213

221

213

221

212

220

212

220

212

219

211

219

210

218

210

217

209

215

207

213

205

210

202

214(

b)

I E 1 Fc*

I UN

IT A

XIA

L S

TR

ESS

ES

- SIM

PL

E S

OL

ID C

OL

UM

NS

- l/d

from

30

to 5

0

Ild

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

50

See i

nstru

ctio

ns fo

r use

of ta

bles

on pa

ge 21

0. O

btai

n des

ign

valu

es fo

r E an

d Fc

from

the N

atio

nal D

esig

n Sp

ecif

icat

ion@

fo

r W

ood

Con

stru

ctio

n. M

odify

Fc f

or di

ffere

nt

load

dur

atio

n, if

appl

icab

le (s

eepa

ge 1

3). C

alcu

late

l/d w

here

l=un

supp

orte

d le

ngth

of co

lum

n in

inch

es an

d d=a

pplic

able

leas

t act

ual d

imen

sion o

f col

umn c

ross

sect

ion.

D

eter

min

e val

ue o

f Fc'

from

tabl

e.

Tot

al d

esig

n lo

ad o

n co

lum

n =

cros

s-se

ctio

nal a

rea

in s

quar

e in

ches

tim

es F

c' v

alue

.

3200

54

4 51

1 48

1 45

3 42

8 40

5 38

3 36

3 34

5 32

8 31

2 29

7 28

4 27

1 25

9 24

8 23

7 22

7 21

8 20

9 20

1 30

00

543

510

480

452

427

404

382

363

344

327

312

297

283

270

259

247

237

227

218

209

201

2800

54

1 50

8 47

8 45

1 42

6 40

3 38

1 36

2 34

4 32

7 31

1 29

6 28

3 27

0 25

8 24

7 23

7 22

7 21

8 20

9 20

1 26

00

539

506

477

450

425

402

380

361

343

326

310

296

282

270

258

247

236

227

217

209

201

2400

53

6 50

4 47

5 44

8 42

3 40

0 37

9 36

0 34

2 32

5 31

0 29

5 28

2 26

9 25

7 24

6 23

6 22

6 21

7 20

8 20

0

2200

53

3 50

1 47

2 44

6 42

1 39

9 37

8 35

9 34

1 32

4 30

9 29

4 28

1 26

8 25

7 24

6 23

5 22

6 21

7 20

8 20

0 20

00

529

498

469

443

419

397

376

357

339

323

308

293

280

268

256

245

235

225

216

208

200

1700

000

1800

52

4 49

3 46

6 44

0 41

6 39

4 37

4 35

5 33

8 32

1 30

6 29

2 27

9 26

7 25

5 24

4 23

4 22

4 21

5 20

7 19

9 16

00

517

488

461

436

413

391

371

353

335

319

304

291

277

265

254

243

233

224

215

206

198

1400

50

9 48

0 45

4 43

0 40

8 38

7 36

7 34

9 33

2 31

7 30

2 28

8 27

6 26

4 25

2 24

2 23

2 22

2 21

4 20

5 19

8 ~

2200

50

3 47

4 44

6 42

1 39

8 37

6 35

7 33

8 32

1 30

6 29

1 27

8 26

5 25

3 24

2 23

2 22

2 21

3 20

4 19

6 18

8 20

00

500

471

443

419

396

375

355

337

320

305

290

277

264

252

241

231

221

212

204

196

188

1600

000

1800

49

6 46

7 44

0 41

6 39

3 37

2 35

3 33

5 31

9 30

3 28

9 27

6 26

3 25

1 24

1 23

0 22

1 21

2 20

3 19

5 18

8 I

1600

49

0 46

2 43

6 41

2 39

0 37

0 35

1 33

3 31

7 30

2 28

7 27

4 26

2 25

0 24

0 22

9 22

0 21

1 20

2 19

5 18

7 14

00

483

456

431

407

386

366

347

330

314

299

285

272

260

249

238

228

219

210

202

194

186

1200

lo

00

800

600

3200

2800

26

00

2400

472

447

423

401

380

361

343

326

311

296

283

270

258

247

236

226

217

209

200

193

185

457

433

411

391

371

353

336

320

306

292

278

266

255

244

234

224

215

207

199

191

184

432

412

393

375

357

341

326

311

297

284

272

260

249

239

229

220

212

203

196

188

181

389

375

360

346

333

319

306

294

282

271

260

250

240

231

222

213

205

198

191

184

177

470

455

430

388

482

48 1

480

478

476 -

445

432

411

374

454

453

45 1

450

448 - 422

41 1

393

360

428

427

426

424

423 - 40 1

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346

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403

402

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399 - 381

372

358

333

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381

380

379

378 - 36

2 35

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0 36

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0 35

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8

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327

308

342

3 42

341

340

339 - 328

322

3 13

296

325

325

324

323

322 - 313

308

299

284

309

309

308

307

307 -

299

294

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273

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294

293

293

292 -

286

28 1

275

263

280

280

279

279

278 -

273

269

263

252

267

267

267

266

266 -

261

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258

247

253

242

243

234

255

244

255

244

255

243

254

243

254

242

240

237

233

225

233

233

233

232

232 - 230

228

224

217

223

223

223

223

222 - 22 1

219

215

209

214

214

214

213

213 - 212

210

207

20 1

206

205

205

205

205 - 204

202

199

194

197

197

197

197

196 - 196

195

192

187

190

189

189

189

189

1 I

I

214(

c)

UN

IT A

XIA

L S

TR

ESS

ES

- SIM

PL

E S

OL

ID C

OL

UM

NS

- l/d f

rom

30

to 5

0 Se

e ins

truc

tions

for u

se o

f tab

les o

n pa

ge 2

10.

Obt

ain

desi

gn v

alue

s for

E an

d FS

from

the N

atio

nal D

esig

n Sp

ecif

icat

ion@

fo

r W

ood

Con

stru

ctio

n. M

odif

y Fa

for d

iffer

ent

load

dur

atio

n, if

app

licab

le (s

eepa

ge 1

3).

Cal

cula

te l/

d w

here

I=un

supp

orte

d le

ngth

of c

olum

n in

inch

es an

d d=

appl

icab

le le

ast a

ctua

l dim

ensi

on o

f col

umn

cros

s sec

tion

. D

eter

min

e val

ue o

f Fc

' fro

m ta

ble.

rota

1 de

sign

load

on

colu

mn

= cr

oss-

sect

iona

l are

a in

squ

are

inch

es ti

mes

Fc'

valu

e.

1500

000

I400

000

3000

28

00

2600

24

00

2200

2000

18

00

1600

14

00

1200

1000

80

0 60

0 40

0

2800

26

00

2400

22

00

2000

1800

16

00

1400

12

00

1000

80

0 60

0 40

0 -

Ild

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

50

482

480

478

476

474

47 1

467

462

456

447

434

412

375

305

452

45 1

449

448

446

443

440

436

430

422

41 1

393

360

297

425

424

423

42 1

420

417

415

41 1

406

400

390

374

346

289

40 1

400

399

397

396

394

391

388

384

378

370

356

33 1

28 1

378

378

377

375

374

372

370

367

364

359

35 1

339

318

273

358

357

356

355

354

352

350

348

345

340

334

323

305

264

339

321

305

290

276

263

251

239

229

338

320

304

289

275

262

250

239

228

337

320

304

289

275

262

250

239

228

336

319

303

288

274

261

249

238

228

335

318

302

287

273

261

249

238

227

334

317

301

286

273

260

248

237

227

332

315

300

285

272

259

247

236

226

330

313

298

284

270

258

246

235

225

327

311

296

282

269

256

245

234

224

323

308

293

279

266

254

243

232

222

318

302

288

275

263

251

240

230

220

308

294

281

269

257

246

235

226

216

292

280

268

257

247

237

227

218

210

256

248

240

232

224

217

209

202

195

219

219

218

218

217

217

216

216

214

213

21 1

208

202

189

210

201

193

185

178

209

201

192

185

178

209

200

192

185

177

209

200

192

184

177

208

200

192

184

177

208

199

191

184

177

207

199

191

183

176

207

198

190

183

176

206

197

189

182

175

204

196

188

181

174

202

194

187

180

173

199

192

184

177

171

194

187

180

173

167

182

176

170

164

159

449

422

397

374

353

334

316

300

284

270

257

245

234

223

213

204

196

187

180

173

166

448

421

396

373

352

333

315

299

284

270

257

245

233

223

213

204

195

187

180

172

166

446

419

395

372

351

332

315

298

283

269

256

244

233

223

213

204

195

187

179

172

166

444

417

393

371

350

331

314

297

283

269

256

244

233

222

212

203

195

187

179

172

165

442

415

391

369

349

330

313

296

282

268

255

243

232

222

212

203

194

186

179

172

165

438

413

389

367

347

328

311

295

281

267

254

242

231

221

211

202

194

186

178

171

165

434

409

386

364

344

326

309

294

279

266

253

241

230

220

211

202

193

185

178

171

164

429

404

382

361

341

323

307

291

277

264

251

240

229

219

210

201

192

185

177

170

164

421

398

376

356

337

320

304

289

275

262

249

238

227

218

208

199

191

184

176

169

163

410

388

367

348

331

314

299

284

271

258

246

235

225

215

206

198

190

182

175

168

162

392

372

354

337

320

305

291

277

265

253

242

231

221

212

203

195

187

180

173

166

160

359

344

330

316

302

289

277

265

'25

4

243

233

223

214

206

198

190

183

176

169

163

157

297

288

280

271

263

254

246

237

229

221

214

206

199

192

185

179

172

166

161

155

150

214(

d)

E 1300

000

1200

000

~~

~

UN

IT A

XIA

L ST

RESS

ES - S

IMPL

E SO

LID

CO

LUM

NS

- I/d

fro

m 3

0 to

50

See i

nstru

ctio

ns fo

r use

of ta

bles

on pa

ge 21

0. O

btai

n des

ign v

alue

s for

E an

d Fc

from

the N

atio

nal D

esig

n Sp

ecif

cari

on@

fo

r W

ood

Con

stru

ctio

n. M

odify

Fc f

or di

ffere

n!

load

dur

atio

n, if

appl

icab

le (s

eepa

ge 1

3). C

alcu

late

l/d w

here

l=un

supp

orte

d le

ngth

of co

lum

n in

inch

es an

dd=a

pplic

able

leas

t act

ual d

imen

sion o

f col

umnc

ross

sect

ion.

D

eter

min

e val

ue o

f Fc'

from

tabl

e.

Fc*

2800

26

00

2400

22

00

2000

1800

16

00

1400

12

00

lo00

800

600

400

200

2600

24

00

2200

20

00

1800

1600

14

00

1200

lo

00

800

600

400

200

Tota

l des

ign

load

on

colu

mn

= cr

oss-

sect

iona

l are

a in

squa

re in

ches

tim

es F

e' va

lue.

I

I/d

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

50

419

393

370

348

329

311

294

279

265

251

239

228

217

208

198

190

182

174

167

160

154

417

392

369

347

328

310

293

278

264

251

239

228

217

207

198

190

182

174

167

160

154

416

391

368

346

327

309

293

278

264

251

238

227

217

207

198

189

181

174

167

160

154

414

389

366

345

326

308

292

277

263

250

238

227

216

207

198

189

181

174

167

160

154

412

387

365

344

325

307

291

276

262

249

237

226

216

206

197

189

181

173

166

160

153

409

385

363

342

323

306

290

275

261

248

237

226

215

206

197

188

180

173

166

159

153

406

382

360

340

321

304

288

274

260

247

236

225

214

205

196

188

180

172

165

159

153

401

378

357

337

319

302

286

272

258

246

234

224

213

204

195

187

179

172

165

158

152

395

372

352

333

315

299

283

269

256

244

233

222

212

203

194

186

178

171

164

158

152

385

364

345

326

310

294

279

266

253

241

230

220

210

201

192

184

177

170

163

157

151

370

351

333

317

342

327

313

299

287

278

270

261

176

174

172

170

387

363

341

322

385

362

340

321

384

360

339

320

382

359

338

319

380

357

336

317

301

286

252

167

303

303

302

301

299

286

273

243

165

287

286

285

284

283 - 27

3 26

1

234

162

271

27 1

270

269

268

260

248

237

249

239

228

226

218

210

159

157

154

257

244

232

257

244

232

256

243

231

255

243

231

255

242

230

226

216

207

219

210

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202

195

188

151

148

145

221

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221

210

200

220

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200

220

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219

209

199

198

190

182

175

168

161

155

193

185

178

171

164

158

152

181

174

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162

156

151

146

142

139

136

132

129

126

123

192

183

175

168

161

154

148

191

183

175

. 16

8 16

1 15

4 14

8 19

1 18

3 17

5 16

7 16

0 15

4 14

8 19

1 18

2 17

4 16

7 16

0 15

4 14

8 19

0 18

2 17

4 16

7 16

0 15

3 14

7

149

147

141

120

142

142

142

142

142

377

354

334

315

298

282

267

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218

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166

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141

373

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140

360

340

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288

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260

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235

224

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195

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178

171

164

157

151

145

139

347

329

312

296

281

267

254

242

231

220

210

201

192

184

176

169

162

155

149

144

138

324

309

295

281

268

256

244

233

223

213

204

195

' 18

7 17

9 17

2 16

5 15

9 15

3 14

7 14

1 13

6 27

6 26

7 25

8 24

9 24

0 23

1 22

2 21

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4

214(

e)

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1m

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9000

00

UN

IT A

XIA

L ST

RESS

ES - S

IMPL

E SO

LID

CO

LUM

NS

- Ud f

rom

30

to 5

0 Se

e ins

truct

ions

for u

se o

f tab

les o

n pag

e 210

. O

btai

n des

ign v

alue

s for

E an

d Fe

from

the N

atio

nal D

esig

n Sp

ecif

icat

ion"

for

Woo

d Con

stru

ctio

n. M

odify

Fc f

or di

ffere

n'

load

dur

atio

n, if

appl

icab

le (s

eepa

ge 1

3). C

alcu

late

I/d w

here

1 =un

supp

orte

d le

ngth

of co

lum

n in

inch

es an

d d=a

pplic

able

leas

t act

ual d

imen

sion o

f col

umn c

ross

sect

ion,

D

eter

min

e val

ue o

f Fa'

from

tabl

e.

Tota

l des

ign

load

on

colu

mn

= cr

oss-

sect

iona

l are

a in

squa

re in

ches

tim

es F

c' v

alue

.

Fcb

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

50

1800

35

0 32

9 30

9 29

2 27

6 26

1 24

7 23

4 22

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1 20

1 19

2 18

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5 16

7 16

0 15

3 14

7 14

1 13

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0 16

00

347

327

308

290

274

259

246

233

221

211

201

191

182

174

167

159

153

146

141

135

130

1400

34

4 32

4 30

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2 25

8 24

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2 22

0 21

0 20

0 19

0 18

2 17

4 16

6 15

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0 13

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9 12

00

340

320

302

285

270

256

242

230

219

208

198

189

181

173

165

158

152

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129

1000

33

3 31

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8

800

323

306

289

274

260

247

235

224

213

203

194

185

177

169

162

155

149

143

138

132

127

600

304

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262

250

238

227

217

207

198

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135

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264

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200

170

168

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160

157

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123

120

117

113

110

107

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320

300

282

266

251

238

225

213

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193

183

175

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159

152

146

139

134

128

123

118

1600

31

8 29

8 28

1 26

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0 23

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4 21

3 20

2 19

2 18

3 17

4 16

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9 15

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3 12

8 12

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00

315

296

279

263

249

235

223

212

201

191

182

174

166

158

151

145

139

133

128

123

118

1200

31

1 29

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0 25

0 24

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1600

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278

262

247

234

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209

199

188

179

171

162

155

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141

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129

124

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110

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800

272

257

243

229

217

206

196

186

177

169

161

153

146

140

134

128

123

118

113

109

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600

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400

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214

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151

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138

133

128

123

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113

109

105

101

200

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148

145

141

137

133

130

126

122

119

115

111

108

105

101

98

95

92

I Ild

I

215

UN

IT A

XIA

L ST

RESS

ES - S

PAC

ED C

OLU

MN

S, C

ON

DIT

ION

"a"

- I/

d fr

om 2

to

46

See i

nstru

ctio

ns fo

r use

of t

able

s on

page

210

. O

btai

n des

ign v

alue

s for

E an

d Fc

from

the N

atio

nal D

esig

n Sp

ecif

icat

ion@

for

Woo

d C

onst

ruct

ion.

Mod

ify F

c for

diff

eren

t lo

ad d

urat

ion,

if ap

plic

able

(see

page

13).

Cal

cula

te l/d

whe

re l=

unsu

ppor

ted l

engt

h of c

olum

n in

inch

es an

d d=a

pplic

able

leas

t act

ual d

imen

sion o

f col

umn c

ross

sect

ion.

D

eter

min

e val

ue o

f Fc'

from

tabl

e.

Tota

l des

ign

load

on

colu

mn

= cr

oss-

sect

iona

l are

a in

squa

re in

ches

tim

es F

c' va

lue.

E 2100

000

2000

000

-

4' -

4000

38

00

3600

34

00

3200

3000

28

00

2600

24

00

2200

2000

18

00

1600

14

00

1200

3600

34

00

3200

30

00

2800

26

00

2400

22

00

2000

18

00

1600

14

00 -

-

lid

~~~~

~

2 4

6 8

10

12

14

16

18

20

22

24

26

28

30

32

34

36

38

40

42

44

46

3992

39

67

3923

38

57

3764

36

37

3472

32

63

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27

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17

41

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13

90

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11

27

1021

92

8 84

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93

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32

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97

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1982

18

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15

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86

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810

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21

90

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21

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2133

21

00

2058

20

06

1942

18

65

1774

16

73

1563

14

49

1336

12

28

1126

10

33

947

870

801

739

683

1998

19

92

1981

17

98

1793

17

85

1599

15

95

1588

13

99

1396

13

91

1199

11

97

1193

3593

35

72

3534

33

94

3375

33

42

3195

31

78

3149

29

95

2980

29

55

1966

17

72

1578

13

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1188

3479

32

92

3105

29

17

- 19

45

1756

15

65

1374

11

81

3401

32

24

3045

28

65

1918

18

85

1735

17

08

1549

15

28

1361

13

46

1172

11

61

1842

17

91

1729

16

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19

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19

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871

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758

706

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216 UN

IT A

XIA

L S

TR

ESS

ES

- SP

AC

ED

CO

LU

MN

S, C

ON

DIT

ION

"a"

- Yd

from

2 t

o 46

~

~~

See i

nstr

uctio

ns fo

r use

of t

able

s on

page

210

. O

btai

n de

sign

valu

es fo

r E an

d Fc

from

the N

atio

nal D

esig

n Sp

ec$c

atio

n@ fo

r W

ood

Con

stru

ctio

n. M

odify

Fc f

or d

iffer

ent

load

dur

atio

n, if

app

licab

le (s

ee p

age

13).

Cal

cula

te l/d

whe

re l=

unsu

ppor

ted

leng

th o

f col

umn

in in

ches

and

d=a

pplic

able

leas

t act

ual d

imen

sion

of co

lum

n cro

ss se

ctio

n.

Det

erm

ine

valu

e of

Fc'

from

tabl

e.

Tot

al d

esig

n lo

ad o

n co

lum

n =

cros

s-se

ctio

nal a

rea

in s

quar

e in

ches

tim

es F

c' v

alue

.

E 1900

000

Fc+ -

3600

34

00

3200

30

00

2800

2600

24

00

2200

20

00

1800

1600

14

00

1200

10

00

I80

3400

32

00

3000

28

00

2600

2400

22

00

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18

00

1600

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00

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828

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694

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24

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26

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24

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21

48

1983

18

11

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14

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12

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23

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1938

18

16

1683

15

47

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12

86

1169

10

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742

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629

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21

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21

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1487

13

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1252

11

44

1044

95

4 87

2 79

9 73

4 67

6 62

4 19

98

1991

19

79

1962

19

39

1909

18

70

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16

11

1518

14

18

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12

11

1113

10

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912

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UN

IT A

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L ST

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ES - S

PACE

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ON

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ION

''all - l/

d fr

om 2

to 4

6 Se

e ins

truct

ions

for u

se of

tabl

es on

page

210.

Obt

ain d

esig

n val

ues f

or E

and

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om th

e Nat

iona

l Des

ign

Spec

ifca

tion

@ for

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d C

onst

ruct

ion.

Mod

ify F,

for

diffe

rent

lo

ad d

urat

ion,

if ap

plic

able

(see

page

13)

. Cal

cula

te I/d

whe

re l=

unsu

ppor

ted

leng

th of

colu

mn i

n in

ches

and d

=app

licab

le le

ast a

ctua

l dim

ensio

n of c

olum

n cro

ss se

ctio

n.

Det

erm

ine v

alue

of F

,' fro

m ta

ble.

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al d

esig

n lo

ad o

n co

lum

n =

cros

s-se

ctio

nal a

rea

in s

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e in

ches

tim

es F

e' v

alue

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000

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00

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00

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175

217(

c)

UN

IT A

XIA

L ST

RESS

ES - S

PACE

D C

OLU

MN

S, C

ON

DIT

ION

"a"

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rom

2 t

o 46

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e ins

truct

ions

for u

se o

f tab

les o

n pa

ge 21

0. O

btai

n des

ign v

alue

s for

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d Fc

from

the N

atio

nal D

esig

n Sp

ecif

catio

n@ for

Woo

d C

onst

ruct

ion.

Mod

ify F

c for

diffe

ren1

lo

ad d

urat

ion,

if ap

plic

able

(see

page

13)

. Cal

cula

te l/

d whe

re l=

unsu

ppor

ted

leng

th of

colu

mn i

n in

ches

and d

=ap

plic

able

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t act

ual d

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sion o

f col

umn c

ross

sect

ion.

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min

e val

ue of

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from

tabl

e.

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l des

ign

load

on

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mn

= cr

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l am

in s

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e inc

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valu

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000

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9000

00

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16

00

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6 89

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776

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587

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575

567

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394

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UNIT

AX

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STRE

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CED

CO

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46

to 8

0 Se

e ins

truct

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for u

se of

tabl

es on

page

210.

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ain d

esig

n val

ues f

or E

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Fc fr

om th

e Nat

iona

l Des

ign

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ifca

rion

@ for

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d C

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ion.

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for d

iffer

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ion,

if ap

plic

able

(see

page

13)

. Cal

cula

te l/d

whe

re 1 =

unsu

ppor

ted

leng

th of

colu

mn i

n in

ches

and d

=app

licab

le le

ast a

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l dim

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229

647

600

557

518

484

452

423

397

373

351

331

313

296

280

266

252

240

228

639

593

551

514

480

449

420

395

371

349

330

311

295

279

265

252

239

228

628

584

544

508

474

444

417

391

368

347

327

310

293

278

264

250

238

227

613

572

534

499

468

438

412

387

365

344

325

307

291

276

262

249

237

226

UN

IT A

XIA

L ST

RESS

ES - S

PACE

D C

OLU

MN

S, C

ON

DIT

ION

"a"

- I/d

fro

m 4

6 to

80

See i

nstru

ctio

ns fo

r use

of t

able

s on p

age 2

10.

Obt

ain d

esig

n val

ues f

or E

and

F, fro

m th

e Nur

ionu

l Des

ign

Spec

iJic

utio

n'fo

r W

ood

Con

srru

crio

n. M

odify

F, f

or di

ffere

nt

load

dura

tion,

if ap

plic

able

(see

page

13).

Calc

ulat

e l/d

whe

re 1 =

unsu

ppor

ted

leng

th of

colu

mn i

n in

ches

and d

=app

licab

le le

ast a

ctua

l dim

ensio

n of c

olum

n cro

ss se

ctio

n.

Det

erm

ine v

alue

of F

a' fro

m ta

ble.

Tot

al d

esig

n lo

ad o

n co

lum

n =

cros

s-se

ctio

nal a

rea

in s

quar

e in

ches

tim

es F

,' va

lue.

E 1900

00C

1800

000

3600

34

00

3200

30

00

2800

2600

24

00

2200

20

00

1800

1600

14

00

1200

10

00

3400

32

00

3000

28

00

2600

2400

22

00

2000

18

00

1600

1400

12

00

1000

80

0 -

-

Ild

46

48

50

52

54

56

58

60

62

64

66

68

70

72

74

76

78

80

645

595

550

643

593

549

641

592

547

639

590

546

636

587

544

633

585

542

629

581

539

624

577

536

618

573

532

611

566

526

601

559

520

588

548

511

570

533

499

544

511

481

510

509

508

506

505

503

501

498

495

490

485

478

467

452

474

473

472

47 1

470

468

466

464

46 1

45 8

453

447

438

426

442

44 1

440

439

43 8

437

435

433

43 1

428

424

419

411

401

413

412

41 1

41 1

410

408

407

405

403

40 I

397

393

387

378

387

363

386

362

385

361

385

361

384

360

383

359

381

358

380

357

378

355

376

353

373

351

369

348

364

343

356

337

341

340

340

339

339

338

337

336

334

333

33 1

328

324

318

~ ~~

~~

321

303

286

270

256

243

231

220

320

302

286

270

256

243

231

220

320

302

285

270

256

243

231

219

320

301

285

270

255

242

230

219

319

301

284

269

255

242

230

219

318

300

284

269

255

242

230

219

317

300

283

268

254

241

229

218

316

299

282

267

254

241

229

218

315

298

282

267

253

240

228

217

314

296

280

266

252

239

228

217

312

295

279

264

251

238

227

216

310

293

277

263

249

237

226

215

306

290

275

260

247

235

224

213

301

285

271

257

244

233

222

211

611

564

609

562

607

560

605

558

602

556

598

553

594

549

589

545

582

540

574

533

562

523

547

510

523

491

487

461

521

520

518

517

515

512

509

506

501

496

488

477

461

436

483

482

48 1

47

9 47

8

476

473

470

467

462

455

446

433

412

449

419

391

366

343

323

304

287

271

448

418

390

366

343

322

304

286

271

447

417

390

365

342

322

303

286

270

446

416

389

364

342

321

303

285

270

445

415

388

363

341

321

302

285

269

443

413

386

362

340

320

301

284

269

441

412

385

361

339

319

300

284

268

438

409

383

359

337

318

299

283

267

435

407

381

357

336

316

298

282

266

431

403

378

355

334

314

296

280

265

426

399

374

351

331

312

294

278

263

418

392

369

347

327

308

291

276

261

407

383

361

340

321

303

287

272

258

389

368

348

329

311

295

280

266

252

256

256

256

255

255

254

254

253

252

25 1

250

248

245

240

243

243

242

242

242

24 1

24 1

240

239

238

237

235

232

228

230

230

230

230

229

229

228

228

227

226

225

223

221

217

219

208

219

208

218

208

218

208

218

207

218

207

217

207

217

206

216

206

215

205

214

204

213

203

211

201

207

198

218(

b)

1700

000

UNIT

AX

IAL

STRE

SSES

- SPA

CED

CO

LUM

NS,

CO

ND

ITIO

N ''

a''

- l/d

from

46

to 8

0 Se

e ins

truct

ions

for u

se o

f tab

les o

n pag

e 210

. O

btai

n des

ign v

alue

s for

E an

d Fc

from

the N

atio

nal D

esig

n Sp

ecifi

catio

n" fo

r W

ood

Con

stru

ctio

n. M

odify

Fc f

or di

ffere

nt

load d

urat

ion,

if ap

plic

able

(see

page

13)

. Cal

cula

te I/

d whe

re 1 =

unsu

ppor

ted

leng

th of

col

umn i

n in

ches

and d

=app

licab

le le

ast a

ctua

l dim

ensio

n of c

olum

n cro

ss se

ctio

n.

Det

erm

ine v

alue

of F

,' fro

m ta

ble.

Ild

Fc+

46

48

50

52

54

56

58

60

62

64

66

68

70

72

74

76

78

80

3200

57

7 53

2 49

2 45

6 42

4 39

5 36

9 34

6 32

4 30

5 28

7 27

1 25

6 24

2 22

9 21

8 20

7 19

7 30

00

575

531

491

455

423

395

369

345

324

304

287

270

255

242

229

217

207

196

2800

57

3 52

9 48

9 45

4 42

2 39

4 36

8 34

5 32

3 30

4 28

6 27

0 25

5 24

1 22

9 21

7 20

6 19

6 26

00

570

527

487

452

421

393

367

344

323

303

286

270

255

241

228

217

206

196

2400

56

7 52

4 48

5 45

1 41

9 39

1 36

6 34

3 32

2 30

3 28

5 26

9 25

4 24

1 22

8 21

6 20

6 19

6

2200

56

4 52

1 48

3 44

9 41

8 39

0 36

5 34

2 32

1 30

2 28

4 26

8 25

4 24

0 22

8 21

6 20

5 19

5 20

00

559

517

480

446

415

388

363

340

320

301

283

267

253

239

227

216

205

195

1800

55

3 51

3 47

6 44

3 41

3 38

6 36

1 33

8 31

8 29

9 28

2 26

6 25

2 23

9 22

6 21

5 20

4 19

5 16

00

546

506

471

438

409

383

358

336

316

298

281

265

251

238

225

214

204

194

1400

53

6 49

8 46

4 43

3 40

4 37

9 35

5 33

3 31

4 29

5 27

9 26

4 24

9 23

6 22

4 21

3 20

3 19

3

1200

52

2 48

7 45

5 42

5 39

8 37

3 35

0 32

9 31

0 29

2 27

6 26

1 24

7 23

5 22

3 21

2 20

1 19

2 10

00

502

470

441

413

388

365

343

323

305

288

272

258

244

232

220

210

200

190

800

469

443

418

395

372

351

332

314

297

281

266

252

240

228

217

206

197

188

600

415

397

379

362

344

328

312

296

282

268

255

243

231

220

210

201

192

183

1600

000

3200

54

5 50

2 46

4 43

0 40

0 37

3 34

8 32

6 30

6 28

7 27

0 25

5 24

1 22

8 21

6 20

5 19

5 18

5 30

00

543

501

463

429

399

372

348

325

305

287

270

255

241

228

216

205

195

185

2800

54

1 49

9 46

2 42

8 39

8 37

1 34

7 32

5 30

5 28

6 27

0 25

4 24

0 22

7 21

6 20

5 19

4 18

5 26

00

539

497

460

427

397

370

346

324

304

286

269

254

240

227

215

204

194

185

2400

53

6 49

5 45

8 42

5 39

6 36

9 34

5 32

3 30

3 28

5 26

9 25

4 24

0 22

7 21

5 20

4 19

4 18

4

2200

53

3 49

2 45

6 42

4 39

4 36

8 34

4 32

2 30

3 28

5 26

8 25

3 23

9 22

6 21

5 20

4 19

4 18

4 20

00

529

489

453

421

392

366

343

321

301

284

267

252

238

226

214

203

193

184

1800

52

4 48

5 45

0 41

8 39

0 36

4 34

1 32

0 30

0 28

2 26

6 25

1 23

8 22

5 21

3 20

3 19

3 18

3 16

00

518

480

446

415

387

362

339

318

298

281

265

250

237

224

213

202

192

183

1400

50

9 47

3 44

0 41

0 38

3 35

8 33

6 31

5 29

6 27

9 26

3 24

9 23

5 22

3 21

2 20

1 19

1 18

2

1200

49

7 46

3 43

2 40

3 37

7 35

3 33

1 31

1 29

3 27

6 26

1 24

7 23

4 22

1 21

0 20

0 19

0 18

1 10

00

479

448

419

393

369

346

325

306

289

273

258

244

231

219

208

198

188

180

800

451

425

400

377

355

335

316

298

282

266

252

239

227

216

205

195

186

177

600

403

384

366

348

330

314

298

283

269

255

243

231

220

209

199

190

181

173

218(

c)

UN

IT A

XIA

L ST

RESS

ES - S

PAC

ED C

OLU

MN

S, C

ON

DIT

ION

I1a"

- Vd

from

46

to 8

0 Se

e ins

truct

ions

for u

se of

tabl

es on

page

210.

Obt

ain d

esig

n val

ues f

or E

and

Fc fr

om th

e Nat

iona

l De

sig

n Sp

ecif

cati

on@

for

Woo

d Com

fru

crio

n. M

odify

F, f

or di

ffere

nt

load

dura

tion,

if ap

plic

able

(see

page

13)

. Cal

cula

te l/

d whe

re I=

unsu

ppor

ted

leng

th o

f col

umn i

n in

ches

and d

=app

licab

le le

ast a

ctua

l dim

ensio

n of c

olum

n cro

ss se

ctio

n.

Det

erm

ine v

alue

of F

,' fro

m ta

ble.

Tot

al d

esig

n lo

ad o

n co

lum

n =

cros

s-se

ctio

nal a

rea

in s

quar

e in

ches

tim

es F

; va

lue.

E -

1500

000

1400

000

-

- -

F=* -

3000

28

00

2600

24

00

2200

2000

18

00

1600

14

00

1200

lo00

80

0 60

0 40

0

2800

26

00

2400

22

00

2000

1800

16

00

1400

12

00

1000

80

0 60

0 40

0 -

Ild

46

48

50

52

54

56

58

60

62

64

66

68

70

72

74

76

78

80

511

471

435

404

375

350

326

306

287

269

254

239

226

214

203

192

183

174

509

469

434

403

374

349

326

305

286

269

253

239

226

213

202

192

182

173

507

468

433

401

373

348

325

304

286

268

253

238

225

213

202

192

182

173

505

466

431

400

372

347

324

304

285

268

252

238

225

213

202

191

182

173

502

464

429

398

371

346

323

303

284

267

252

238

224

212

201

191

182

173

499

461

427

396

369

344

322

302

283

266

251

237

224

212

201

191

181

173

494

457

424

394

367

343

321

300

282

265

250

236

223

211

200

190

181

172

489

453

420

391

364

340

319

299

281

264

249

235

222

211

200

190

180

172

481

446

415

387

361

337

316

297

279

263

248

234

221

210

199

189

180

171

471

438

408

381

356

333

312

293

276

260

246

232

220

208

198

188

179

170

455

425

398

372

349

327

307

289

272

257

243

230

218

206

196

186

177

169

431

405

381

358

337

317

299

282

266

252

238

226

214

203

193

184

175

167

389

370

351

333

316

299

284

269

255

242

230

218

208

198

188

179

171

164

312

302

292

282

271

261

250

240

230

220

211

202

193

185

177

170

163

156

477

439

406

377

350

326

305

285

268

251

237

223

211

199

189

179

170

162

475

438

405

376

349

326

304

285

267

251

236

223

211

199

189

179

170

162

473

436

404

374

348

325

303

284

266

251

236

223

210

199

189

179

170

162

471

434

402

373

347

324

302

283

266

250

235

222

210

199

188

179

170

162

468

432

400

371

346

322

301

282

265

249

235

222

209

198

188

178

169

161

464

429

397

369

344

321

300

281

264

248

234

221

209

198

187

178

169

161

459

425

394

367

342

319

298

280

263

247

233

220

208

197

187

177

169

160

453

420

390

363

338

316

296

278

261

246

232

219

207

196

186

177

168

160

444

413

384

358

334

313

293

275

259

244

230

217

206

195

185

176

167

159

431

402

375

350

328

308

289

271

256

241

228

215

204

193

183

174

166

158

410

385

361

339

318

299

282

265

250

236

224

212

201

191

181

172

164

156

373

354

335

317

300

284

269

254

241

228

217

206

195

186

177

169

161

154

304

294

283

272

261

251

240

230

220

210

201

192

183

175

168

160

153

147

218(

d)

UN

IT A

XIA

L ST

RESS

ES - S

PACE

D C

OLU

MN

S, C

ON

DIT

ION

llall

- I/d

fro

m 4

6 to

80

See i

nstru

ctio

ns fo

r use

of ta

bles

on pa

ge 21

0. O

btai

n des

ign v

alue

s for

E an

d Fc

from

the N

atio

nal D

esig

n Sp

ecif

catio

n@ for

Woo

d Con

stru

ctio

n. M

odify

Fc f

or di

ffere

nt

load

dura

tion,

if ap

plic

able

(see

page

13)

. Cal

cula

te l/d

whe

re 1 =

unsu

ppor

ted

leng

th of

colu

mn

in in

ches

and d

=app

licab

le le

ast a

ctua

l dim

ensio

n of c

olum

n cro

ss se

ctio

n.

Det

erm

ine v

alue

of F

c' fr

om ta

ble.

Tot

al d

esig

n lo

ad o

n co

lum

n =

cros

s-se

ctio

nal a

rea

in s

quar

e in

ches

tim

es F

c' v

alue

.

E 1300

000

-

1200

000

-

%+ -

2800

26

00

2400

22

00

2000

1800

16

00

1400

12

00

1000

800

600

400

200

2600

24

00

2200

20

00

1800

1600

14

00

1200

lo

00

800

600

400

200 -

-

lid

46

48

50

52

54

56

58

60

62

64

66

68

70

72

74

76

78

80

444

409

378

351

326

304

283

265

249

234

220

208

196

185

176

167

158

151

443

408

377

350

325

303

283

265

248

233

220

207

196

185

176

167

158

150

441

407

376

349

324

302

282

264

248

233

219

207

196

185

175

166

158

150

439

405

375

348

323

301

282

264

247

233

219

207

195

185

175

166

158

150

436

403

373

346

322

300

281

263

247

232

218

206

195

184

175

166

158

150

433

400

371

344

320

299

280

262

246

231

218

206

194

184

174

165

157

150

429

397

368

342

319

297

278

261

245

230

217

205

194

183

174

165

157

149

424

393

364

339

316

295

276

259

243

229

216

204

193

183

173

164

156

149

416

386

359

335

312

292

274

257

241

227

214

203

192

182

172

164

156

148

405

377

352

328

307

288

270

254

239

225

212

201

190

180

171

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363

340

318

299

281

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248

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221

209

198

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356

337

318

300

284

268

253

239

226

214

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193

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158

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295

284

273

262

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239

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218

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175

173

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122

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349

324

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116

112

218(

e)

E 1

1m

IOOO

OOO

?m

UN

IT A

XIA

L ST

RESS

ES - S

PACE

D C

OLU

MN

S, C

ON

DIT

ION

"a"

- l/d

fro

m 4

6 to

80

Ft+

1800

16

00

1400

12

00

lo00

800

600

400

200

2000

18

00

1600

14

00

1200

lo00

80

0 60

0 40

0 20

0

1600

14

00

1200

lo

00

800

600

400

200

See i

nstru

ctio

ns fo

r use

of ta

bles

on p

age 2

10.

Obt

ain d

esig

n val

ues f

or E

and

F, f

rom

the N

atio

nal D

esig

n Sp

eciJ

icat

ion"

for

Woo

d C

onst

ruct

ion.

Mod

ify F

, for

diffe

rent

lo

ad d

urat

ion,

if ap

plic

able

(see

page

13)

. Cal

cula

te l/

d whe

re l=

unsu

ppor

ted

leng

th of

colu

mn i

n in

ches

andd

=app

licab

le le

ast a

ctua

l dim

ensio

n of c

olum

n cro

ss se

ctio

n.

Det

erm

ine v

alue

of F

,' fro

m ta

ble.

Toh

l des

ign

load

on

colu

mn

= cr

oss-

sect

iona

l are

a in

squ

are

inch

es ti

mes

Fc'

val

ue. Ild

46

48

50

52

54

56

58

60

62

64

66

68

70

72

74

76

78

80

371

342

316

294

273

255

238

223

209

197

185

175

165

156

148

140

133

127

368

340

315

292

272

254

237

222

208

196

185

174

165

156

148

140

133

127

364

337

312

290

270

252

236

221

207

195

184

174

164

155

147

140

133

126

359

333

309

287

268

250

234

219

206

194

183

173

163

155

147

139

132

126

352

326

304

283

264

247

231

217

204

192

181

171

162

154

146

138

132

125

340

317

295

276

258

242

227

214

201

190

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144

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131

124

318

299

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233

220

207

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142

135

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203

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113

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339

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334

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314

312

311

308

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300

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115

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200

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114

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125

119

113

260

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180

170

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112

234

222

210

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132

127

123

119

114

110

106

102

98

305

302

299

294

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273

243

165

281

279

276

273

266

255

230

161

260

241

258

240

256

238

253

235

248

231

239

223

218

206

157

152

224

223

22 1

219

216

209

195

148

~~

209

195

183

171

161

152

143

135

128

121

115

109

104

208

194

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128

121

115

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104

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160

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142

134

127

121

114

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104

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150

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120

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114

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104

99

143

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134

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110

106

102

98

94

91

219

See i

nstru

ctio

ns fo

r use

of ta

bles

on pa

ge 21

0. O

btai

n des

ign v

alue

s for

E an

d Fc

from

the N

atio

nal D

esig

n Sp

ecQ

icat

ion"

for

Woo

d C

onst

ruct

ion.

Mod

ify F

c for

diffe

rent

lo

ad du

ratio

n, if

appl

icab

le (s

ee pa

ge 1

3). C

alcu

late

l/d

whe

re 1 =

unsu

ppor

ted

leng

th of

colu

mn i

n inc

hes a

nd d=

appl

icab

le le

ast a

ctua

l dim

ensio

n of c

olum

n cro

ss se

ctio

n.

Det

erm

ine v

alue

of F

c' fr

om ta

ble.

Tot

al d

esig

n lo

ad o

n co

lum

n =

cros

s-se

ctio

nal a

rea

in s

quar

e in

ches

tim

es F

c' v

alue

.

E

2100

000

2OOO

OOO

-

Fc+ -

4000

38

00

3600

34

00

3200

3000

28

00

2600

24

00

2200

2000

18

00

1600

14

00

1200

3600

34

00

3200

30

00

2800

26

00

2400

22

00

2000

18

00

1600

14

00 -

lid

2 4

6 8

10

12

14

16

18

20

22

24

26

28

30

32

34

36

38

40

42

44

46

3993

39

72

3936

38

82

3808

37

08

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34

13

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29

81

2730

24

76

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20

07

1804

16

24

1465

13

27

1205

10

98

1004

92

1 84

8 37

94

3775

37

43

3694

36

28

3539

34

23

3277

30

98

2890

26

61

2425

21

95

1980

17

84

1609

14

55

1318

11

98

1093

10

00

918

845

3594

35

78

3549

35

06

3446

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368

3266

31

37

2978

27

93

2586

23

69

2154

19

50

1762

15

93

1442

13

09

1191

10

87

995

914

842

3395

33

80

3354

33

16

3264

31

94

3105

29

92

2853

26

89

2504

23

07

2108

19

16

1737

15

74

1428

12

98

1183

10

81

990

910

838

3196

31

82

3160

31

26

3080

30

20

2942

28

44

2723

25

80

2416

22

39

2056

18

78

1709

15

53

1412

12

86

1173

10

73

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905

834

2996

29

85

2965

29

35

2895

28

43

2776

26

91

2587

24

63

2320

21

63

1998

18

34

1676

15

28

1393

12

71

1162

10

64

977

899

830

2797

27

87

2769

27

44

2709

26

64

2607

25

35

2447

23

41

2217

20

80

1933

17

84

1638

15

00

1372

12

55

1149

10

54

969

893

824

2597

25

88

2573

25

52

2522

24

84

2435

23

75

2300

22

11

2107

19

88

1860

17

27

1594

14

66

1346

12

35

1134

10

42

959

885

818

2398

23

90

2377

23

59

2334

23

02

2261

22

11

2149

20

75

1988

18

88

1778

16

62

1544

14

27

1316

12

11

1115

10

27

948

876

811

2198

21

92

2181

21

66

2145

21

18

2085

20

44

1993

19

33

1861

17

79

1687

15

88

1484

13

81

1279

11

83

1093

10

10

934

864

801

1998

19

93

1984

19

72

1955

19

33

1906

18

73

1832

17

84

1726

16

60

1585

15

03

1415

13

25

1236

11

49

1066

98

8 91

6 85

0 79

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99

1794

17

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16

67

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35

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11

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32

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833

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98

7 93

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~~

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35

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00

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15

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33

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29

67

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18

52

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15

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801

3195

31

81

3157

31

22

3073

30

09

2926

28

22

2693

25

41

2369

21

85

1998

18

18

1649

14

95

1357

12

34

1125

10

28

942

866

798

2996

29

84

2963

29

32

2889

28

34

2762

26

72

2562

24

30

2279

21

15

1945

17

78

1620

14

73

1341

12

21

1115

10

20

936

861

794

2797

27

86

2768

27

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920

848

783

2397

23

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23

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20

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1962

18

57

1742

16

21

1500

13

82

1271

11

68

1073

98

7 90

9 83

9 77

6 21

98

2191

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14

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12

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829

768

1998

19

93

1984

19

70

1952

19

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18

65

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14

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15

90

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15

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15

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14

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33

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12

19

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10

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1024

95

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53

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13

18

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12

69

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12

02

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11

17

1069

10

17

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909

856

804

754

707

220

3600

34

00

3200

30

00

2800

2600

2200

20

00

1800

1600

14

00

1200

10

00

2400

UN

IT A

XIA

L ST

RESS

ES - S

PAC

ED C

OLU

MN

S, C

ON

DIT

ION

"b"

- Yd

from

2 to

46

See i

nstru

ctio

ns fo

r use

of ta

bles

on p

age 2

10.

Obt

ain d

esig

n val

ues f

or E

and

F, fr

om th

e Nat

iona

l De

sig

n Sp

ecifi

catio

n" fo

r W

ood

Con

stru

ctio

n. M

odify

F, fo

r diff

eren

t lo

ad d

urat

ion,

if ap

plic

able

(see

page

13).

Calc

ulat

e l/d

whe

re 1 =

unsu

ppor

ted l

engt

h of c

olum

n in

inch

es an

d d=a

pplic

able

leas

t act

ual d

imen

sion o

f col

umnc

ross

sect

ion.

D

eter

min

e val

ue of

Fc'

from

tabl

e.

3594

35

75

3543

34

95

3428

33

39

3223

30

75

2896

26

89

2464

22

36

2016

18

13

1630

14

68

1325

12

00

1090

99

3 90

8 83

3 76

7 33

95

3378

33

49

3307

32

48

3169

30

67

2938

27

81

2597

23

94

2184

19

79

1786

16

10

1453

13

14

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10

83

988

904

830

764

3195

31

80

3155

31

18

3066

29

98

2909

27

97

2660

.2

498

2317

21

26

1936

17

55

1587

14

36

1301

11

81

1075

98

2 89

9 82

6 76

1 29

96

2983

29

61

2928

28

83

2824

27

47

2651

25

33

2392

22

33

2062

18

88

1719

15

61

1416

12

86

1170

10

67

975

894

821

757

2796

27

85

2766

27

38

2699

26

48

2583

25

01

2400

22

79

2141

19

90

1834

16

79

1531

13

94

1269

11

57

1056

96

7 88

7 81

6 75

3

2597

25

87

2571

25

46

2513

24

70

2415

23

46

2261

21

59

2041

19

10

1772

16

31

1495

13

67

1249

11

41

1044

95

7 87

9 81

0 74

8

2198

21

91

2179

21

62.

2139

21

09

2071

20

24

1966

18

97

1816

17

23

1621

15

14

1404

12

97

1195

11

00

1012

93

2 85

9 79

4 73

5 19

98

1992

19

83

1969

19

50

1925

18

95

1857

18

11

1755

16

90

1615

15

31

1440

13

46

1251

11

59

1072

99

0 91

5 84

6 78

3 72

6 17

98

1794

17

86

1775

17

60

1740

17

16

1686

16

50

1607

15

55

1496

14

29

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12

77

1196

11

16

1037

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3 89

3 82

8 76

9 71

4

1599

15

95

1589

15

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1568

15

53

1535

15

12

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14

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13

67

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12

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1195

11

29

1061

99

4 92

8 86

5 80

6 75

1 69

9 13

99

1396

13

92

1385

13

76

1365

13

51

1333

13

13

1289

12

60

1227

11

89

1146

10

99

1047

99

4 93

8 88

3 82

9 77

6 72

7 68

0 11

99

1197

11

94

1189

11

82

1174

11

64

1152

11

37

1120

11

00

1077

10

51

1021

98

7 95

0 91

0 86

7 82

4 78

0 73

6 69

3 65

3 10

00

998

996

992

988

982

975

967

958

946

933

918

900

881

858

834

807

777

746

713

680

647

613

2397

23

89

2375

23

54

2327

22

91

2245

21

87

2117

20

32

1933

18

22 .

1701

15

77

1454

13

35

1224

11

22

1030

94

6 87

0 80

3 74

2

Tot

al d

esig

n lo

ad o

n co

lum

n =

cros

s-se

ctio

nal a

rea

in s

quar

e in

ches

tim

es F

,' va

lue.

3400

32

00

3000

28

00

2600

2400

22

00

2000

18

00

1600

1400

12

00

1000

80

0

E -

1900

000

1800

000

3394

33

77

3346

33

01

3238

31

54

3045

29

06

2738

25

42

2331

21

16

1908

17

16

1543

13

90

1255

11

36

1032

94

1 86

0 78

9 72

6 31

95

3179

31

53

3113

30

58

2984

28

89

2769

26

22

2450

22

60

2063

18

70

1689

15

23

1375

12

43

1127

10

25

935

856

786

723

2996

29

82

2958

29

24

2876

28

13

2731

26

27

2500

23

50

2182

20

05

1827

16

57

1500

13

58

1230

11

17

1017

92

9 85

1 78

2 72

0 27

96

2784

27

64

2734

26

93

2638

25

68

2480

23

72

2243

20

97

1939

17

78

1621

14

73

1337

12

15

1106

10

08

922

845

777

716

2597

25

86

2569

25

43

2508

24

62

2403

23

29

2238

21

28

2003

18

65

1722

15

78

1441

13

14

1197

10

92

998

914

839

772

712

2397

23

88

2374

23

52

2322

22

84

2234

21

73

2097

20

06

1901

17

83

1657

15

29

1404

12

85

1176

10

75

985

903

830

765

707

2198

21

90

2178

21

60

2135

21

03

2063

20

12

1950

18

76

1789

16

91

1583

14

72

1360

12

52

1150

10

55

969

891

821

757

700

1998

19

92

1982

19

67

1947

19

21

1888

18

48

1798

17

38

1668

15

88

1499

14

04

1307

12

11

1118

10

31

950

876

809

748

692

1798

17

94

1785

17

73

1757

17

37

1711

16

79

1640

15

93

1538

14

75

1403

13

26

1244

11

61

1079

10

00

926

857

793

735

682

1599

15

95

1588

15

79

1566

15

50

1530

15

06

1476

14

41

1399

13

50

1295

12

34

1168

10

99

1030

96

1 89

5 83

2 77

4 71

9 66

9

1399

13

96

1391

13

84

1375

13

62

1348

13

29

1307

12

81

1251

12

15

1174

11

28

1078

10

24

968

911

854

800

747

698

652

1199

11

97

1193

11

88

1181

11

73

1162

11

49

1134

11

15

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10

69

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10

08

972

932

890

846

801

756

711

669

628

lo00

99

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1 97

4 96

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3 92

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0 79

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2 76

4 75

6 74

6 73

5 72

2 70

8 69

2 67

5 65

5 63

5 61

2 58

9 56

5 54

0

Ild

2 4

6 8

10

12

14

16

18

20

22

24

26

28

30

32

34

36

38

40

42

44

46

221

UN

IT A

XIA

L S

TR

ESS

ES

- SP

AC

ED

CO

LU

MN

S, C

ON

DIT

ION

"b"

- I/d

fro

m 2

to

46

See i

nstru

ctio

ns fo

r use

of ta

bles

on pa

ge 21

0. O

btai

n des

ign v

alue

s for

E an

d Fc

from

the N

atio

nal D

esig

n Sp

ecijk

atio

n@ for

Woo

d Con

stru

ctio

n. M

odify

Fc f

or di

ffere

nt

load

dura

tion,

if ap

plic

able

(see

page

13)

. Cal

cula

te l/d

whe

re 1 =

unsu

ppor

ted

leng

th of

colu

mn i

n inc

hes a

nd d=

appl

icab

le le

ast a

ctua

l dim

ensio

n of c

olum

n cro

ss se

ctio

n.

Det

erm

ine v

alue

of F

c' fr

om ta

ble.

Tot

al d

esig

n lo

ad o

n co

lum

n =

cros

s-se

ctio

nal a

rea

in s

quar

e in

ches

tim

es F

c' v

alue

. -

Fc* -

3200

30

00

2800

26

00

2400

2200

20

00

1800

16

00

1400

I200

lo

00

800

600

3200

30

00

2800

26

00

2400

2200

20

00

1800

16

00

1400

1200

10

00

800

600 -

lid

~

2 4

6 8

10

12

14

16

18

20

22

24

26

28

30

32

34

36

38

40

42

44

46

3195

31

78

3150

31

07

3048

29

70

2867

27

37

2579

23

96

2198

19

95

1800

16

20

1457

13

12

1184

10

72

2995

29

81

2956

29

19

2868

28

00

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26

00

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23

03

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1762

15

92

1436

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97

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27

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2762

27

30

2686

26

27

2552

24

57

2340

22

02

2047

18

83

1718

15

59

1412

12

79

1160

10

53

2596

25

86

2567

25

40

2502

24

53

2389

23

09

2211

20

94

1960

18

16

1667

15

22

1385

12

58

1144

10

41

2397

23

88

2372

23

49

2317

22

76

2223

21

57

2075

19

77

1864

17

40

1609

14

78

1352

12

33

1125

10

27

2197

21

90

2177

21

57

2131

20

97

2053

19

99

1932

18

52

1759

16

54

1542

- 14

26

1312

12

03

1102

10

09

1998

19

92

1981

19

65

1943

19

16

1881

18

37

1784

17

19

1644

15

58

1464

13

65

1265

11

67

1074

98

8 17

98

1793

17

84

1772

17

55

1732

17

05

1670

16

29

1578

15

19

1451

13

75

1293

12

08

1122

10

39

961

1599

15

95

1588

15

78

1564

15

47

1526

15

00

1468

14

29

1384

13

32

1273

12

08

1138

10

67

996

926

1399

13

96

1391

13

83

1373

13

60

1344

13

25

1301

12

73

1240

12

02

1158

11

08

1055

99

8 94

0 88

1

1199

11

97

1193

11

88

1180

11

71

1160

11

46

1129

11

09

1086

10

59

1029

99

4 95

5 91

3 86

8 82

2 99

9 99

8 99

5 99

1 98

6 98

0 97

2 96

3 95

2 93

9 92

4 90

6 88

6 86

3 83

7 80

9 77

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0 79

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7 77

0 76

2 75

3 74

2 73

0 71

7 70

1 68

4 66

5 64

5 60

0 59

9 59

8 59

7 59

5 59

3 59

0 58

7 58

4 57

9 57

4 56

9 56

3 55

6 54

8 53

9 52

9 51

9

974

888

967

883

960

876

950

869

939

860

925

849

908

836

887

819

860

798

824

769

776

730

711

675

623

599

507

494

812

808

803

797

790

78 1

77 1

757

740

717

685

640

575

48 1

745

686

742

683

738

680

733

676

727

671

720

665

712

658

701

650

687

638

668

623

642

602

605

571

549

524

466

451

3194

31

77

3146

31

01

3038

29

53

2842

27

01

2531

23

36

2129

19

22

1726

15

47

1388

12

47

1124

10

16

922

840

768

704

648

2995

29

80

2953

29

13

2858

27

85

2689

25

68

2421

22

50

2064

18

75

1692

15

23

1370

12

34

1114

10

09

917

835

764

701

645

2796

27

82

2759

27

25

2678

26

15

2533

24

30

2304

21

56

1992

18

22

1653

14

95

1349

12

18

1102

lo

00

910

830

760

698

642

2596

25

85

2565

25

36

2495

24

42

2373

22

87

2180

20

54

1912

17

61

1608

14

62

1325

12

00

1089

99

0 90

2 82

4 75

5 69

3 63

9 23

97

2387

23

70

2345

23

12

2267

22

10

2138

20

49

1944

18

23

1692

15

56

1423

12

96

1179

10

72

977

892

816

748

688

635

2197

21

89

2175

21

54

2126

20

90

2043

19

84

1911

18

25

1724

16

13

1495

13

77

1261

11

53

1053

96

2 88

0 80

7 74

1 68

2 63

0 19

98

1991

19

79

1962

19

40

1910

18

72

1825

17

67

1697

16

16

1524

14

25

1322

12

19

1121

10

28

943

865

795

732

675

624

1798

17

93

1783

17

70

1751

17

28

1698

16

61

1615

15

61

1497

14

24

1342

12

56

1168

10

81

998

919

847

780

720

666

616

1599

15

94

1587

15

76

1562

15

44

1521

14

92

1458

14

16

1367

13

11

1247

11

78

1106

10

32

959

889

823

762

705

654

606

1399

13

96

1390

13

82

1371

13

57

1340

13

19

1294

12

63

1228

11

86

1139

10

86

1029

97

0 90

9 84

9 79

1 73

6 68

5 63

7 59

3

1199

11

97

1193

11

87

1179

11

69

1157

11

42

1124

11

03

1078

10

49

1015

97

8 93

6 89

1 84

4 79

7 74

9 70

2 65

7 61

5 57

5 99

9 99

8 99

5 99

1 98

6 97

9 97

0 96

0 94

9 93

4 91

8 89

9 87

7 85

2 82

5 79

4 76

1 72

6 69

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3 61

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8 80

0 79

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7 79

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1 78

7 78

1 77

5 76

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0 73

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5 71

0 69

4 67

5 65

5 63

3 60

9 58

4 55

8 53

2 50

6 60

0 59

9 59

8 59

7 59

5 59

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0 58

6 58

2 57

8 57

3 56

7 56

0 55

2 54

4 53

4 52

4 51

2 50

0 48

6 47

1 45

6 44

0

221 (

a)

UN

IT A

XIA

L S

TR

ESS

ES

- SPA

CE

D C

OL

UM

NS,

CO

ND

ITIO

N 'l

b"

- l/

d fr

om 2

to

46

See i

nstru

ctio

ns fo

r use

of t

able

s on p

age 2

10.

Obt

ain d

esig

n val

ues f

or E

and

Fc fr

om th

e Nat

iona

l Des

ign

Spec

fica

tion"

for

Woo

d C

onst

ruct

ion.

Mod

ify F

c for

diffe

rent

lo

ad du

ratio

n, if

appl

icab

le (s

eepa

ge 1

3). C

alcu

late

I/d w

here

1 =un

supp

orte

d le

ngth

of c

olum

n in

inch

es an

d d=a

pplic

able

leas

t act

ual d

imen

sion o

f col

umn c

ross

sect

ion.

D

eter

min

e val

ue o

f Fe'

from

tabl

e.

Tota

l des

ign

load

on

colu

mn

= cr

oss-

sect

iona

l are

a in

squ

are

inch

es ti

mes

Fc'

valu

e.

E 1500

000

1400

000

Fc* -

3000

28

00

2600

24

00

2200

2000

18

00

1600

14

00

1200

1000

80

0 60

0 40

0

2800

26

00

2400

22

00

2000

1800

16

00

1400

12

00

1000

80

0 60

0 40

0 -

-

-

~~

~

2 4

6 8

10

12

14

16

18

20

22

24

26

28

30

32

'34

36

38

40

42

44

46

2995

29

78

2950

29

07

2848

27

68

2664

25

32

2373

21

90

1996

18

02

1618

14

50

1301

11

69

2795

27

81

2756

27

19

2669

26

00

2512

23

99

2262

21

04

1931

17

55

1584

14

26

1283

11

56

2596

25

84

2562

25

31

2488

24

30

2355

22

61

2145

20

09

1858

17

01

1545

13

97

1262

11

40

2397

23

86

2368

23

42

2305

22

57

2195

21

16

2020

19

06

1777

16

39

1499

13

63

1237

11

22

2197

21

88

2173

21

51

2121

20

81

2030

19

66

1887

17

93

1685

15

67

1445

13

23

1207

10

99

1998

19

90

1978

19

60

1935

19

03

1862

18

11

1748

16

72

1584

14

86

1381

12

74

1170

10

71

1798

17

92

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68

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22

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16

50

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15

41

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13

92

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15

94

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15

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01

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11

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1069

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3 13

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13

89

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13

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36

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85

1252

12

13

1168

11

17

1060

lo

00

938

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11

97

1192

11

86

1177

11

67

1154

11

37

1118

10

95

1068

10

36

lo00

95

9 91

4 86

7

999

998

995

990

985

977

968

958

945

929

912

891

867

840

810

777

800

798

797

794

790

786

780

773

766

756

746

733

719

703

685

665

600

599

598

597

595

592

589

585

581

576

571

564

557

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539

529

400

400

399

398

398

396

395

394

392

390

387

385

382

379

375

371

1054

95

3 10

44

945

1032

93

6 10

18

925

1001

91

2

980

896

953

876

919

849

876

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818

768

742

705

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619

518

505

366

362

865

859

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843

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82 1

805

784

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719

667

594

49 1

356

788

720

660

607

783

716

657

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777

712

653

602

771

706

649

598

763

700

644

594

753

692

638

589

740

682

630

582

724

669

619

574

702

652

605

562

672

628

586

547

630

593

557

523

567

540

513

487

476

461

444

427

350

344

337

330

2795

27

80

2753

27

13

2658

25

84

2486

23

63

2214

25

96

2582

25

60

2526

24

79

2416

23

34

2230

21

04

2396

23

85

2366

23

37

2298

22

45

2177

20

91

1986

21

97

2188

21

71

2147

21

15

2071

20

16

1946

18

59

1997

19

90

1976

19

57

1930

18

95

1850

17

94

1725

1798

17

92

1781

17

65

1744

17

16

1681

16

37

1583

15

98

1593

15

85

1573

15

56

1535

15

08

1474

14

33

1399

13

95

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13

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13

51

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13

06

1275

11

99

1196

11

92

1185

11

76

1164

11

50

1132

11

11

999

997

994

990

983

976

966

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940

800

798

796

793

789

785

779

771

763

600

599

598

596

594

591

588

584

580

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UN

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L ST

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0. O

btai

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r E an

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281

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UN

IT A

XIA

L ST

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ES - S

PACE

D C

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MN

S, C

ON

DIT

ION

"b"

- Vd

from

46

to 8

0 Se

e ins

truct

ions

for u

se o

f tab

les on

page

210.

Obt

ain d

esig

n va

lues

for E

and F

, fro

m th

e Nat

iona

l Des

ign

Spec

@ca

tion@

fo

r W

ood C

onst

rucr

ion.

Mod

ify F,

for d

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eni

load

dur

atio

n, if

appl

icab

le (s

eepa

ge 13

). Ca

lcul

ate l

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here

1 =un

supp

orte

d le

ngth

of co

lum

n in

inch

es an

d d=a

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able

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t act

ual d

imen

sion

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lum

n cro

ss se

ctio

n,

Det

erm

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alue

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c' fr

om ta

ble.

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46

48

50

52

54

56

58

60

62

64

66

68

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72

74

76

78

80

L 36

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2600

24

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20

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1800

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14

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000

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000

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748

742

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726

714

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700

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687

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636

614

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638

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608

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LJN

IT A

XIA

L ST

RESS

ES - S

PACE

D C

OLU

MN

S, C

ON

DIT

ION

"b"

- l/d

fro

m 4

6 to

80

1700

000

See i

nstru

ctio

ns fo

r use

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s on p

age 2

10.

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and

F, fro

m th

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iona

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Spec

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if ap

plic

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page

13)

. Cal

cula

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ppor

ted

leng

th of

colu

mn i

n inc

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nd d=

appl

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l dim

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n of c

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n cro

ss se

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2200

20

00

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00

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216

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304

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224

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480

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431

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366

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312

296

281

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254

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231

220

210

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204

I i

~

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46

48

50

52

54

56

58

60

62

64

66

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70

72

74

76

78

80

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544

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413

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00

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c)

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UN

IT A

XIA

L ST

RESS

ES - S

PACE

D C

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MN

S, C

ON

DIT

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- Vd

from

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to 8

0

F,*

3000

28

00

2600

24

00

2200

2000

18

00

1600

14

00

1200

1000

80

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0 40

0

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26

00

2400

22

00

2000

1800

16

00

1400

12

00

1000

80

0 60

0 40

0

See i

nstru

ctio

ns fo

r use

of t

able

s on p

age 2

10.

Obt

ain d

esig

n val

ues f

or E

and F

E fro

m th

e Nat

iona

l Des

ign

Spec

$cat

ion@

for

Woo

d C

onst

ruct

ion.

Mod

ify F

, for

diffe

rent

lo

ad du

ratio

n, if

appl

icab

le (s

eepa

ge 13

). Ca

lcul

ate I

/d w

here

l=un

supp

orte

d le

ngth

of co

lum

n in

inch

es an

d d=

appl

icab

le le

ast a

ctua

l dim

ensio

n of c

olum

n cro

ss se

ctio

n.

Det

erm

ine v

alue

of F

c' fr

om ta

ble.

Tota

l des

ign

load

on

colu

mn

= cr

oss-

sect

iona

l are

a in

squ

are i

nche

s tim

es F

c' v

alue

.

~ ~~

46

48

50

52

54

56

58

60

62

64

66

68

70

72

74

76

78

80

607

560

518

481

447

417

390

365

342

322

303

286

270

256

242

230

218

208

605

558

517

479

446

416

389

364

342

321

303

285

270

255

242

230

218

208

602

556

515

478

445

415

388

363

341

321

302

285

269

255

242

229

218

207

598

553

512

476

443

413

386

362

340

320

301

284

269

254

241

229

218

207

594

549

509

473

441

412

385

361

339

319

300

284

268

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241

228

217

207

589

545

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318

299

283

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253

240

228

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206

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540

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316

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278

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369

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436

409

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..

..

222(

d)

UN

IT A

XIA

L S

TR

ESS

ES

- SP

AC

ED

CO

LU

MN

S, C

ON

DIT

ION

"b"

- Yd

from

46

to 8

0 Se

e ins

truct

ions

for u

se of

tabl

es on

page

210.

Obt

ain d

esig

n val

ues f

or E

and

Fc fr

om th

e Nat

iona

l Des

ign

Sp

ecij

hfi

on

@

for

Woo

d Con

stru

crio

n. M

odify

Fc f

or di

ffere

nt

load

dura

tion,

if ap

plic

able

(see

page

13)

. Cal

cula

te l/d

whe

re 1 =

unsu

ppor

ted

leng

th of

colu

mn i

n in

ches

and d

=app

licab

le le

ast a

ctua

l dim

ensio

n of c

olum

n cro

ss se

ctio

n.

Det

erm

ine v

alue

of F

c' fr

om ta

ble.

Tota

l des

ign

load

on

colu

mn

= cr

oss-

sect

iona

l are

a in

squa

re in

ches

tim

es F

c' v

alue

.

E 1300

000

-

1200

000

Fc* -

2800

26

00

2400

22

00

2000

1800

16

00

1400

12

00

1000

800

600

400

200

2600

24

00

2200

20

00

1800

1600

14

00

1200

lo

00

800

600

400

200 -

lid

46

48

50

52

54

56

58

60

62

64

66

68

70

72

74

76

78

80

~~

~~

528

487

451

418

389

362

338

317

297

279

263

248

234

222

210

200

190

180

526

486

449

417

388

361

338

316

297

279

263

248

234

222

210

199

189

180

524

483

447

415

386

360

337

315

296

278

262

247

234

221

210

199

189

180

521

481

445

414

385

359

336

315

295

278

262

247

233

221

209

199

189

180

517

478

443

411

383

358

334

313

294

277

261

246

233

220

209

198

188

179

512

474

440

409

381

356

333

312

293

276

260

245

232

220

208

198

188

179

506

469

435

405

378

353

331

310

291

274

259

244

231

219

207

197

187

178

498

462

430

401

374

350

328

308

289

272

257

243

230

218

207

196

187

178

487

453

422

394

369

345

324

304

286

270

255

241

228

216

205

195

186

177

470

439

411

385

361

338

318

299

282

266

252

238

226

214

203

193

184

175

443

397

316

182

488

486

483

480

476 - 417

3 18

307

180

450

448

446

443

440 - 392

360

297

178

416

415

413

41 1

408 -

369

342

287

176

386

385

383

381

379 -

348

328

325

308

277

267

174

171

359

335

358

334

357

333

355

331

353

330

309

292

256

168

313

312

311

3 10

308 - 292

277

246

166

293

292

29 1

290

289 - 275

263

236

163

274

274

273

272

27 1

- 260

250

227

160

25 8

257

257

256

255 - 247

237

217

156

243

242

242

24 1

24 1 - 23

4 22

6 20

8 15

3

229

229

228

228

227

222

215

199

150

216

216

216

215

215 - 21

1 20

5 19

1 14

6 20

5 20

5 20

4 20

4 20

3

200

195

183

143

194

194

193

193

193 - 191

186

175

139

184

184

184

183

183 -

182

173

177

169

168

161

135

132

175

166

175

166

175

166

174

166

174

165

471

436

405

376

351

328

307

287

270

254

240

226

214

202

192

182

173

165

464

431

400

372

347

325

304

285

268

253

238

225

213

202

191

182

173

164

455

423

394

367

343

321

301

283

266

250

236

223

211

200

190

181

172

164

441

411

384

359

336

315

296

278

262

247

234

221

209

199

188

179

171

162

419

393

369

346

326

306

289

272

257

243

229

217

206

196

186

177

169

161

380

360

342

324

306

290

275

260

247

234

222

211

200

191

181

173

165

158

307

297

287

276

266

255

244

234

224

214

205

196

187

179

171

164

157

151

180

178

176

173

171

168

165

162

159

155

152

148

145

141

137

133

130

126

222(

e) F,

+

UN

IT A

XIA

L ST

RESS

ES - S

PACE

D C

OLU

MN

S, C

ON

DIT

ION

llb'

l - Vd

from

46

to 8

0 Se

e ins

truct

ions

for u

se o

f tab

les o

n pag

e 210

. O

btai

n des

ign v

alue

s for

E an

d F

c fro

m th

e Nat

iort

al D

esig

n Sp

ecif

icat

ion@

fo

r W

ood C

onstr

uctio

n. M

odify

Fc f

or di

ffer

ed

load

dura

tion,

if ap

plic

able

(see

page

13)

. Cal

cula

te I/d

whe

re I-

unsu

ppor

ted

leng

th of

colu

mn i

n inc

hes a

nd d=

appl

icab

le le

ast a

ctua

l dim

ensio

n of c

olum

n cro

ss se

ctio

n,

Det

erm

ine v

alue

of F

c' fr

om ta

ble.

Ild

46

48

50

52

54

56

58

60

62

64

66

68

70

72

74

76

78

80

Tota

l des

ign

load

on co

lum

n =

Cro

ss-s

ectio

nal a

rea

in s

quar

e in

ches

tim

es F

e' v

alue

. -

E 1

1m

IOOO

OOO

1800

16

00

1400

12

00

lo00

800

600

400

200

2000

18

00

1600

14

00

1200

- 43

9 40

6 37

6 34

9 32

5 30

3 28

4 26

6 25

0 23

5 22

1 20

9 19

7 18

7 17

7 16

8 16

0 15

2 43

5 40

3 37

3 34

7 32

3 30

2 28

2 26

5 24

8 23

4 22

0 20

8 19

7 18

6 17

6 16

7 15

9 15

2 43

0 39

8 37

0 34

4 32

0 29

9 28

0 26

3 24

7 23

2 21

9 20

7 19

6 18

5 17

6 16

7 15

9 15

1 42

2 39

2 36

4 33

9 31

7 29

6 27

8 26

1 24

5 23

1 21

8 20

6 19

5 18

4 17

5 16

6 15

8 15

0 41

1 38

2 35

6 33

3 31

1 29

2 27

4 25

7 24

2 22

8 21

5 20

4 19

3 18

3 17

4 16

5 15

7 14

9

392

367

360

340

297

286

178

176

344

323

303

322

304

287

275

264

.253

17

3 17

0 16

7

405

373

402

371

399

369

394

365

388

360

1600

36

2 14

00

358

1200

lo

00

346

352

340

319

273

173

346

321

298

344

319

297

341

317

295

338

315

293

334

311

290

328

318

300

26 1

170

306

298

283

250

167

286

279

266

23 8

163

334

33 1

327

321

309

307

303

299

287

285

282

278

267

265

263

260

284

271

242

164

278

277

276

274

27 1

267

262

251

227

160

249

248

246

243 -

- 267

256

23 1

161

260

259

258

256

254

251

246

237

216

156

233

232

230

227 -

- 252

237

224

242

229

217

221

211

201

158

154

150

212

206

192

147

243

228

215

242

228

214

241

227

213

240

225

212

238

224

211

235

222

231

218

223

211

206

196

152

148

209

206

200

187

144

218

205

217

204

216

202

213

201

192

192

191

189

202

202

20 1

200

199

197

194

189

178

140

181

181

180

178 -

20 1

195

183

143

191

190

190

189

188

186

184

1 79

170

136

171

170

1 70

168 -

- 190

185

1 75

139

180

180

179

178

178 - 180

171

163

155

176

168

160

152

167

160

153

146

135

131

127

123

148

145

140

119

170

162

153

146

170

161

153

145

170

161

153

145

169

160

152

145

168

159

151

144

176

167

158

150

143

174

165

157

149

142

170

162

154

146

139

162

154

147

141

134

132

128

124

120

116

139

138

138

138

137

136

135

133

128

112

162

153

145

138

131

161

153

145

137

130

160

152

144

137

130

159

151

143

136

129

124

124

124

123

800

335

312

291

272

254

238

223

210

198

186

176

166

158

149

142

135

128

122

600

314

295

277

260

244

230

216

204

193

182

172

163

155

147

139

133

126

121

400

270

258

246

234

222

211

200

190

181

172

163

155

148

141

134

128

122

117

200

172

169

165

162

158

154

150

146

142

137

133

129

124

120

116

112

108

104

American Forest & Paper AssociationAmerican Wood Council1111 19th Street, NWSuite 800Washington, DC 20036Phone: 202-463-4713Fax: 202-463-2791email: [email protected]: http://www.awc.org

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