WOOD STRUCTURAL
DESIGN DATA
1992 REVISIONS
American Wood Council
The following pages replace the identically numbered pages from the National Forest
Products Association’s manual for Wood Structural Design Data, 1986 Edition. These
revisions result from recent changes to the National Design Specification® for Wood
Construction.
A Manual for Architects, Builders, Engineers
and Others Concerned with Wood Construction
1986 Edition
American
Forest &
Paper
Association
PROPERTIES OF STRUCTURAL LUMBER
Average specific gravity and average weight in pounds per cubic foot for commercially im
tad species 0: species combinations.
SPECIFIC'
GRAVITY
WEIGHT PER
CUBIC FOOT'
Aspen
Balsam Fir
Beech-Birch-Hickory
Coast Sitka Spruce
Cottonwood
Douglas Fir-Larch
Douglas Fir-Larch ( N o h )
Douglas Fir-South
0.39
0.36
0.71
0.39
0.41
0.50
0.49
0.46
26.6
24.6
46.5
26.6
27.9
33.6
33.0
31.1
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)
0.41
0.41
0.47
0.36
0.41
0.36
0.46
27.9
27.9
31.7
24.6
27.9
24.6
31.1
0.38
25.9
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
0.43
0.46
0.55
0.68
0.5 1
0.47
0.42
0.68
0.35
0.31
29.2
31.1
36.7
44.7
34.2
31.7
28.5
44.7
24.0
21.4
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)
0.43
0.58
0.67
0.44
0.44
0.37
0.43
0.55
0.42
0.36
29.2
38.6
44.1
29.8
29.8
25.3
29.2
36.7
28.5
24.6
Western Cedars
Western Cedars ( N o h )
Western Hemlock
Western Hemlock ( N o h )
Western White Pine
Western Woods
White Oak
Yellow Poplar
0.36
0.35
0.47
0.46
24.6
24.0
31.7
31.1
27.2
24.6
41.7
29.2
SPECIES
~
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.
3. Applies only to Engelmann Spruce-Lodgepole Pine machine stress rated (MSR) structural lumber.
0.40
0.36
0.73
0.43
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
PROPERTIES OF STRUCTURAL LUMBER
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.
a
d
1
0.6
0.5
0.4
0.3
0.2
0.1
.................................................................
.............................................................
. . . . . ., . . . : . .................................................
................................................................
................................................................
...............................................................
:...:
Figure 6. Adjustment of Working Stresses For Various
Durations of Load.*
+Derivedfrom the Forest Products Laboratory Report No. R1916
~~
PROPERTIES OF STRUCTURAL LUMBER
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,
I
25 percent for seven days duration,
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 b e
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
PROPERTIES OF STRUCTURAL LUMBER
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
of Loads Being Considered
Load Duration
Factor
Permanent . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Normal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Two Months . . . . . . . . . . . . . . . . . . . . . . . . . . .
Seven Days . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Wind or Earthquake . . . . . . . . . . . . . . . . . . . . . . .
Impact . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
0.90
1.00
1.15
1.25
1.60
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.
Connections
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, in2
= 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
= total uniform load, pounds
W
= uniform load in pounds per unit of length
X
= distance from beam support face to load, inches
A
= 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.
full depth solid blocking, bridging, hangers,
nailing or bolting to other framing members, or other acceptable means.
(b) 3 to 1 or 4 to 1; the ends shall be held in position, as by
(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:
Cantilever
Single Span
Beam
CONDITION
-U-
t/d<7
-U-
tIdr7
uniformly distributed load
P, = 1.33P,
P, = 0.90Pu + 3d
concentrated load at unsupported end
P, = 1.87Pu
P, = 1.44PU + 3d
uniformly distributed load
P, = 2.069,
4,
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,,
= 1.639, + 3d
The NDS outlines additional load and support conditions for determining the effective length, P,, for bending
members. For single span or cantilever bending members with loading conditions not specified above, a
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,
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)
(see
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
Design for Bending and Axial Loading Combined
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* = tabulated bending design value multiplied by all applicable adjustment factors except C,
Fb** = tabulated bending design value multiplied by all applicable adjustment factors except C,
P -
w =
WL
-P
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 FcEland 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
load W
= required modulus of elasticity design value, psi, if deflection under load W is limited to P/360
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
Fbheading 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 Fbheading 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
FcEl
fC
KcE
Kx
P
P,/d
*132
*3
psi
area of cross section, in2
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
= tabulated com ression design value multiplied by all applicable adjustment factors except Cp
F,*
F,,
= K,, E'/(P,/d) !
K,,
= 0.3 for visually graded lumber and MEL
K,,
= 0.418 for products with COVE 0.11 (see NDS Appendix F.2)
= 0.8 for sawn lumber
c
c
= 0.85 for round timber piles
c
= 0.9 for glued laminated timber
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 distance
Condition
End
'a'
Biodc
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.
spacer Block
Condltlon 'b'
End Block
F3gure 14. Spaced Column Joined by Split Ring or Shear
Plate Connectors
d, and d2 = cross-sectional dimensions of
individual rectangular compression members in
planes of lateral support, inches.
Condition "b": 4,/20
K, =3 .O.
< end distance
4
9,/10;
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:)/
24
in which
F,' =
F,E =
K,E =
K,E =
- F,
/F:
C
tabulated compression design value multiplied by all applicable adjustment factors except C , (see 2.3)
K,E K, E' / (P,/d)2
0.3 for visually graded lumber and machine evaluated lumber (MEL)
0.418 for products with COVE 0.11 (see NDS Appendix F.2)
207
WOOD COLUMNS
Kx
Kx
C
C
-
-
-
2.5 for fixity condition "a"
3.0 for fixity condition "b"
0.8 for sawn lumber
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 FcElshall 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).
1948
1759
1567
1375
1903
1722
1540
1354
1838
1671
1500
1325
1796
1638
1475
1307
2839
2731
2616
2495
1748
1600
1446
1285
2660
2571
2475
2373
1762
1612
1455
1292
1123
1692
1557
1413
1261
2470
2399
2322
2237
1710
1571
1424
1269
1107
1651
1525
1389
1243
1089
2143
2062
1973
1875
1768
1586
1473
1349
1214
1068
2000
1935
1862
1779
1688
2234
2197
2156
2110
2058
15
1629
1507
1376
1234
1911
1879
1843
1802
1515
1416
1305
1182
1046
1857
1805
1746
1679
1602
2038
2010
1978
1943
1903
16
1486
1392
1287
1168
1978
1782
1586
1389
3000
2872
2740
2602
1808
1647
1482
1312
1137
2281
2183
2077
1963
1841
2445
2396
2342
2282
2216
14
1560
1452
1333
1202
1995
1796
1597
1397
2000
1800
1600
1400
3254
3095
2933
2768
1847
1678
1505
1329
1149
2409
2294
2172
2042
1906
2665
2600
2530
2454
2371
13
1755
1701
1639
1567
2789
2591
2392
2193
2800
2000000 2600
2400
2200
3423
3243
3062
2880
1908
1727
1543
1357
1169
2525
2393
2255
2112
1963
2625
2479
2327
2172
2011
2884
2802
2714
2619
2518
12
1887
1819
1743
1657
3527
3335
3143
2950.
3582
3384
3186
2988
3600
3400
3200
3000
1951
1761
1569
1376
1183
2781
2611
2439
2265
2088
3094
2992
2884
2770
2650
11
3285
3162
3035
2904
2767
10
2756 2696 2600 2459 2367 2262 2145 2019
2562 2511 2430 2311 2234 2145 2045 1935
2368 2325 2257 2158 2094 2020 1936 1843
2173 2137 2081 2000 1948 1887 1818 1741
1979
1783
1587
1390
1193
1995
1796
1597
1397
1198
2000
1800
1600
1400
1200
2886
2701
2516
2329
2140
3588
3432
3274
3112
2948
8
2089
2047
2000
1947
2952
2758
2564
2370
2175
2988
2790
2591
2393
2194
3000
2800
2100000 2600
2400
2200
3790
3612
3432
3252
3069
6
1407
1328
1236
1130
1626
1583
1533
1475
1747
1722
1695
1663
1440
1355
1257
1146
1020
1719
1678
1631
1576
1513
1858
1836
1812
1785
1754
17
Ild
= cross-sectional area in square inches times Fc' value.
2277
2222
2161
2094
3914
3722
3530
3338
3145
3979
3781
3583
3385
3187
4000
3800
3600
3400
3200
4
2
E
Fc+
Total design load on column
1328
1261
1182
1089
1503
1470
1430
1383
1597
1578
1557
1532
1362
1291
1206
1107
993
1588
1556
1518
1475
1423
1695
1679
1660
1639
1615
18
1248
1193
1126
1045
1389
1362
1331
1293
1462
1447
1431
1411
1284
1224
1152
1066
963
1465
1440
1411
1376
1334
1549
1537
1522
1506
1487
19
1170
1125
1069
1000
1283
1262
1237
1207
1341
1329
1316
1301
1207
1158
1097
1022
931
1353
1333
1309
1281
1248
1419
1409
1398
1385
1370
20
1095
1058
1012
953
1186
1169
1149
1125
1232
1223
1213
1200
1133
1092
1041
977
897
1250
1234
1215
1193
1166
1303
1295
1286
1275
1264
21
1024
994
956
907
1098
1084
1068
1049
1135
1128
1119
1109
1062
1028
986
931
862
1157
1144
1129
1110
1088
1199
1193
1185
1177
1168
22
958
933
902
860
1018
1007
994
978
1048
1042
1035
1027
994
967
931
886
826
1072
1061
1049
1034
1016
1106
1101
1095
1088
1081
23
896
876
849
815
945
936
925
912
970
965
959
953
931
909
879
841
790
995
986
976
964
950
1023
1019
1014
1009
1002
24
839
822
800
771
879
872
863
852
900
896
891
886
873
854
829
797
754
888
925
918
910
900
949
945
941
937
932
25
786
772
753
729
820
813
806
797
837
833
830
825
819
803
782
755
718
862
856
850
841
831
882
879
876
872
867
26
737
725
710
689
765
760
754
746
780
777
774
770
768
755
738
715
683
805
800
794
787
779
822
819
816
813
809
27
692
682
669
652
716
712
706
700
728
726
723
720
722
711
696
677
650
753
749
744
738
731
767
765
763
760
757
28
630
627
623
618
613
605
596
583
651
642
631
616
639
637
635
633
640
632
621
607
587
662
659
656
651
646
673
671
669
667
665
30
671
667
663
657
682
679
677
674
679
670
657
641
618
706
702
698
693
687
718
716
714
711
709
29
See instructions for use of tables on page 210. Obtain design values for E and Fc from the National Design Specification@
for Wood Construction. Modify Fc for different
load duration, if applicable (seepage 13). Calculate l/d where l=unsupported length of column in inches andd=applicable least actual dimension of column cross section.
Determine value of Fc' from table.
UNIT AXIAL STRESSES - SIMPLE SOLID COLUMNS - I/d from 2 to 30
211
-
-
2590
2392
2193
1994
1795
1596
1397
1198
999
3383
3185
2986
2788
2590
2391
2193
1994
1795
1596
1397
1198
999
799
3600
3400
3200
3000
2800
2600
2400
1900000 2200
2000
1800
1600
1400
1200
1000
3400
3200
3000
2800
2600
2400
2200
1800000 2000
1800
1600
1400
1200
1000
800
1388
1191
994
796
2364
2170
1975
1780
1584
3327
3136
2944
275 1
2558
1585
1389
1192
994
2560
2366
2172
1977
1781
3523
3331
3139
2947
2754
4
1372
1180
986
791
2315
2130
1942
1754
1564
3224
3045
2865
2683
2500
1566
1374
1181
987
2506
2320
2134
1945
1756
3412
3234
3054
2873
2690
6
--
3582
3384
3185
2987
2789
Fc*
E
2
1349
1163
975
784
2238
2066
1891
1713
1532
3054
2897
2737
2574
2408
1536
1352
1165
976
2420
2248
2074
1897
1718
3232
3076
2916
2754
2588
8
2638
2534
2424
2307
2182
2051
1913
1768
1616
1458
1294
1124
949
768
2798
2675
2546
2411
2271
2124
1973
1816
1654
1487
1315
1139
959
774
1467
1301
1129
952
2210
2074
1932
1783
1628
2292
2142
1987
1828
1663
1494
1320
1143
961
2790
2687
2577
2461
2339
11
2960
2837
2709
2575
2436
10
1270
1107
937
761
1966
1843
1712
1573
1425
2461
2377
2286
2188
2081
1436
1278
1113
941
2115
1995
1867
1731
1587
2602
2519
2429
2332
2227
12
1910
1872
1829
1779
1723
2089
2039
1983
1919
1848
1767
1678
1577
1466
1344
2275
2210
2137
2057
1968
1871
1765
1649
1523
1387
1242
1088
925
753
1266
1153
1025
884
1651
1595
1529
1453
1366
1841
1813
1780
1743
1701
16
1213
1112
996
865
1532
1487
1435
1372
1299
18
1156
1069
965
844
1419
1383
1341
1290
1229
1532
1516
1496
1474
1449
I/d
1679
1657
1632
1604
1571
17
1210
1066
910
745
1589
1567
1542
1513
1479
1451
1434
1414
1392
1365
1175
1041
894
735
1135
1013
876
724
1092
982
856
712
1047
949
833
699
1658 1548 1438 1333
1584 1488 1391 1296
1500 1418 1334 1250
1404 1337 1267 1195
1296 1243 1187 1128
1743
1714
1681
1643
1599
- --
1316
1189
1051
901
1401
1252
1095
929
1361
1223
1074
916
2018
1981
1938
1890
1835
2208
2158
2103
2040
1971
1773
1702
1622
1532
1430
15
14
1893
1807
1711
1605
1488
2009
1905
1793
1672
1541
2405
2340
2268
2190
2103
13
Total design load on column = cross-sectional area in square inches times Fe' value.
999
913
809
685
1234
1204
1168
1123
1068
1326
1313
1298
1280
1259
1098
1023
932
822
1312
1284
1250
1209
1159
1401
1388
1373
1355
1335
19
950
876
783
669
1142
1119
1089
1053
1007
1215
1205
1193
.I179
1162
1039
976
896
797
1213
1191
1164
1131
1090
1283
1273
1261
1247
1232
20
900
838
756
652
1058
1039
1015
986
948
1116
1107
1098
1087
1074
851
798
727
634
980
965
946
922
891
1027
1020
1013
1004
993
925
880
821
744
1039
1025
1007
986
959
1084
1078
1070
1061
1051
22
804
759
698
614
910
897
882
862
837
948
942
936
929
920
870
833
783
716
964
952
938
921
898
lo00
995
989
982
974
23
--
98 1
928
859
772
1122
1104
1083
1056
1023
1178
1170
1160
1150
1137
21
758
721
668
594
846
835
823
807
786
877
872
867
86 1
854
818
787
745
687
895
886
874
860
842
926
921
916
910
903
24
715
683
638
574
787
779
768
755
738
813
809
805
800
794
769
744
708
658
833
825
816
804
789
858
855
850
846
840
25
674
647
609
552
734
727
718
707
693
756
753
749
745
740
724
702
672
629
777
770
762
752
740
798
795
791
787
782
26
635
613
580
531
686
680
673
663
651
704
70 1
698
695
69 1
68 1
663
637
601
726
720
713
705
695
743
741
738
734
730
27
599
580
552
510
642
637
631
623
613
657
655
653
650
646
641
626
604
573
679
674
669
662
653
694
692
689
686
683
28
576
575
573
571
568
565
562
557
551
544
534
520
500
468
602
598
592
586
577
565
549
526
489
570
559
543
520
598
594
590
585
579
609
607
605
603
601
30
615
613
611
608
605
604
591
573
546
636
632
628
622
614
649
647
645
643
640
29
See instructions for use of tables on page 210. Obtain design values for E and Fc from the National Design Specification@
for Wood Construction. Modify Fc for different
load duration, if applicable(seepage 13). Calculate l/d where l=unsupported length of column in inches and d=applicable least actual dimension of column cross section.
Determine value of Fc' from table.
UNIT AXIAL STRESSES SIMPLE SOLID COLUMNS I/d from 2 to 30
212
-
-
F+
1191
994
796
598
1198
998
799
599
3183
2985
2787
2589
2390
2192
1993
1795
1596
1397
1198
998
799
599
1200
lo00
800
600
3 200
3000
2800
2600
2400
2200
2000
1600000 1800
1600
1400
1200
1000
800
600
1190
993
796
598
2166
1972
1778
1582
1387
3127
2936
2745
2553
2360
2168
1974
1779
1583
1387
2192
1994
1795
1596
1397
2200
2000
1700000 1800
1600
1400
4
3132
2940
2748
2555
2362
2
3184
2986
2788
2589
2391
c
3200
3000
2800
2600
2400
E
-
1158
971
782
590
1177
984
790
594
1130
953
771
584
1113
941
764
580
1868 1787 1697
1732 1667 1593
1588 1537 1479
1437 1398 1354
1278 1250 1217
1093
928
756
576
1070
913
747
571
2075
2015
1948
1874
1790
1938
1788
1632
1470
1303
2046
1875
1700
1522
1342
2256
2178
2093
2000
1898
2431
2333
2229
2116
1996
2592
2474
2349
2219
2081
1080
919
750
573.
1101
933
759
577
2850
2697
2540
2379
2214
1733
1623
1502
1371
1231
2145
2079
2005
1924
1833
13
1817
1691
1556
1413
1261
2320
2235
2143
2043
1934
12
1119
945
766
581
1892
1751
1603
I448
1287
2486
2381
2270
2151
2025
11
1135
956
772
585
1956
1803
1644
1479
1310
2636
2512
2382
2246
2104
10
1160
973
783
591
2057
1883
1707
1528
1345
2875
2718
2558
2394
2227
8
2120
1934
1747
1559
1369
3023
2846
2667
2486
2304
1179
985
79 1
595
2125
1939
1751
1561
1371
3035
2856
2675
2493
2310
6
1045
896
737
566
1599
1512
1414
1303
1180
1897
1852
1800
1742
1675
1056
904
741
568
1640
1547
1442
1325
1196
1970
1920
1862
1797
1724
14
1015
877
725
560
1497
1426
1343
1248
1139
1728
1694
1655
1610
1557
1029
886
731
563
1543
1465
1375
1273
1158
1802
1764
1719
1669
1610
15
910
807
683
538
948
833
699
546
983
856
713
554
1196
1161
1117
1062
994
1293
1247
1193
1126
1045
1393
1337
1269
1188
1094
1303
1288
1270
1250
I226
870
779
666
530
1106
1078
1043
998
942
1189
1177
1164
1148
1129
893
795
676
535
1156
1124
1084
1034
972
1252
1239
1223
1205
1183
19
-
93 1
821
692
543
1247
1207
1157
1096
1022
1369
1352
1332
1309
1281
18
1430
1411
1388
1362
1330
966
845
706
550
1343
1292
1231
1158
1070
1500
1478
1452
1422
1386
17
1572
1546
1517
1482
1441
999
867
719
557
1443
1379
1305
1217
1116
1644
1615
1582
1542
1496
16
Ild
Total design load on column = .cross-sectional area in square inches times Ff' value.
Determine value of Fc' from table.
829
750
648
520
1022
lo00
972
936
890
1088
1079
1068
1056
1041
854
768
659
526
1072
1046
1014
973
921
1147
1136
1124
1110
1092
20
788
719
628
510
946
928
905
876
838
998
99 1
982
972
960
814
739
641
517
993
972
947
913
870
1053
1045
1035
1024
1010
21
746
688
608
499
876
861
843
820
788
888
918
912
905
897
773
709
621
506
921
904
883
856
821
969
963
955
946
935
22
706
656
586
487
812
801
786
766
741
846
842
836
830
822
733
678
60 1
495
855
842
825
803
773
895
889
883
875
866
23
667
625
564
475
755
745
733
717
696
783
779
774
769
762
629
594
541
461
702
694
684
671
654
725
722
718
714
709
657
617
558
471
741
732
720
705
685
768
764
759
754
748
25
-
695
648
580
484
795
784
770
752
728
828
823
818
812
804
24
594
564
519
447
655
648
640
629
614
674
67 1
668
664
660
621
587
536
458
691
683
674
661
644
713
710
707
702
697
26
560
535
496
433
611
606
599
590
577
628
625
623
620
616
587
558
514
445
646
639
631
621
607
665
662
659
655
651
27
529
508
474
419
572
567
561
554
543
586
584
582
579
576
555
531
493
431
605
599
592
584
572
621
618
616
613
609
28
500
481
453
404
536
532
527
521
512
548
546
544
542
539
525
504
471
417
567
562
557
549
539
581
579
577
574
571
29
472
457
432
389
503
500
496
490
483
514
512
511
509
506
497
479
451
403
533
529
524
517
509
544
543
541
539
536
30
See instructions for use of tables on page 210. Obtain desigdvalues for E and Fc from the National Design Specflcation" for Wood Construction. Modify Fc for different
load duration, if applicable(seepage 13). Calculate Ild where 1=unsupported length of column in inches and d =applicable least actual dimension of columncross section.
UNIT AXIAL STRESSES SIMPLE SOLID COLUMNS l/d from 2 to 30
213
-
-
2932
2741
2549
2357
2164
1970
1776
1581
1386
1189
993
795
597
399
2736
2545
2354
2161
1968
1774
1580
1385
1189
992
795
597
399
2984
2786
2588
2390
2191
1993
1794
1595
1396
1197
998
799
599
400
2785
2587
2389
2191
1992
1794
1595
1396
1197
998
799
599
400
3000
2800
2600
2400
2200
2000
1800
1500000 1600
1400
1200
1000
800
600
400
2800
2600
2400
2200
2000
1800
1400000 1600
1400
1200
1000
800
600
400
4
2
E
Fe+
982
789
594
397
1739
1552
1364
1174
2645
2468
2288
2107
1924
983
789
594
397
1930
1743
1556
1366
1176
2834
2657
2478
2297
2114
6
949
768
583
392
969
78 1
589
395
1639
1515
1381
1238
1085
1709
1570
1423
1269
1106
923
752
574
389
2115
2037
1951
1857
1752
2279
2181
2076
1962
1840
937
76 1
579
391
12
11
906
743
569
387
1559
1452
1333
1202
1060
1945
1885
1818
1742
1656
13
7
888
732
563
385
1473
1382
1279
1162
1032
1778
1733
1681
1621
1552
14
967
779
588
395
1684
1510
1332
1151
2494
2341
2182
2020
1854
945
766
581
392
1602
1448
1286
1119
2268
2149
2024
1890
1750
916
748
572
388
1489
1362
1223
1075
1550
1408
1257
1098
932
758
577
390
1974
1896
1809
1713
1606
2127
2029
1923
1807
1683
1346
1250
1140
1017
878
726
560
383
898
738
567
386
1660
1614
1561
1500
1429
1421
1309
1184
1047
1816
1755
1687
1609
1521
-----
1770
1618
1460
1295
1125
2430
2312
2187
2055
1916
2672
2519
2361
2200
2034
1865
1693
1517
1337
1155
10
8
855
712
553
381
1266
1186
1092
982
1512
1478
1437
1390
1333
867
719
557
382
1382
1307
1219
1117
lo00
1620
1586
1546
1500
1446
15
830
697
546
377
1185
1119
1040
944
1375
1349
1319
1282
1238
844
705
550
379
1290
1229
1156
1069
965
1473
1448
1418
1382
1340
16
802
680
537
374
1104
1051
985
903
1251
1232
1208
1180
1146
819
690
542
376
1199
1150
1090
1017
927
1341
1321
1298
1271
1238
17
Total design load on column = cross-sectional area in square inches times Fc' value.
772
662
528
370
1025
983
929
860
1140
1125
1107
1085
1058
791
673
533
373
1111
1073
1024
964
887
1221
1206
1189
1168
1142
18
741
642
517
366
951
917
874
816
1040
1029
1015
998
977
761
655
524
369
1029
998
959
909
845
1115
1103
1089
1073
1053
19
708
621
506
362
881
854
819
772
952
943
932
918
902
730
635
514
365
952
928
897
856
802
1020
1011
1000
987
971
20
674
598
494
357
817
795
767
728
873
866
857
846
833
698
614
502
36 1
881
862
837
804
759
936
928
920
909
897
21
640
575
481
352
758
740
717
685
803
797
790
782
77 1
607
551
467
346
704
690
671
644
74 1
736
730
723
715
633
569
478
35 1
758
745
729
707
676
794
789
783
776
768
23
574
526
452
340
654
643
627
606
685
681
676
670
663
601
546
464
345
705
694
681
662
637
734
730
725
720
713
24
543
502
437
334
610
600
587
569
635
63 1
628
623
617
569
523
450
339
656
647
636
621
600
680
677
673
668
663
25
513
479
422
327
569
561
550
535
590
587
584
580
575
539
500
435
333
612
605
595
583
565
632
629
626
622
617
26
----
665
592
490
356
817
801
781
754
717
861
855
848
839
829
22
320
406
485
456
532
525
516
503
549
547
544
54 1
537
458
433
390
312
498
492
484
474
513
511
508
506
502
483
454
405
320
535
530
523
514
502
549
547
545
542
539
28
433
412
375
305
467
462
455
446
480
478
476
473
470
458
433
390
312
502
497
491
484
473
514
512
510
508
505
29
410
392
359
297
438
434
429
421
444
442
446
449
448
434
412
375
305
471
467
462
456
447
482
480
478
476
474
30
----
511
477
420
327
572
565
558
547
532
589
586
584
580
576
27
See instructions for use of tables on page 210. Obtain design values for E and Fc from the National Design SpeciJicatiotPfor Wood Construction. Modify Fc for different
load duration, if applicable (seepage 13). Calculate I/d where l=unsupported length of column in inches and d=applicable least actual dimensionof columncross section.
Determine value of Fc' from table.
UNIT AXIAL STRESSES SIMPLE SOLID COLUMNS l/d from 2 to 30
213(a)
-
2800
2600
2400
2200
2000
Fc+
-
787
593
397
199
-
799
599
400
200
794
597
399
200
800
600
400
200
1544
1357
1169
979
1576
1382
1187
991
1594
1396
'1197
998
1600
1 2 m 1400
1200
lo00
775
586
394
199
1492
1319
1142
960
2287
2138
1984
1825
1661
2442
2267
2090
1910
1728
2536
2345
2154
1962
1770
2585
2387
2189
1991
1793
2600
2400
2200
2000
1800
777
587
395
199
788
593
397
199
799
599
400
200
795
597
399
200
2465
2316
2162
2004
1841
1673
1502
1326
1147
964
1772
1578
1383
1188
992
1793
1595
1396
1197
998
2631
2456
2279
2099
1918
1734
1548
1361
1172
980
2731
2541
2350
2158
1966
2784
2586
2388
2190
1992
800
600
400
200
1800
1600
13oooOO 1400
1200
lo00
E
-
759
578
390
198
1416
1263
1103
934
2054
1944
1825
1697
1561
763
580
391
198
1584
1433
1276
1111
940
2216
2106
1987
1861
1726
1311
1186
1049
899
738
567
386
197
750
573
388
197
1761
1692
1613
1524
1424
744
570
387
197
1459
1338
1206
1063
908
1902
1833
1755
1667
1568
1367
1228
1078
918
1912
1823
1724
1616
1497
754
575
389
197
1526
1389
1244
1089
925
2064
1975
1877
1769
1652
725
560
383
196
1247
1139
1015
877
1608
1556
1495
1425
1342
732
564
385
196
1385
1281
1163
1033
889
1738
1686
1625
1556
1476
710
552
380
195
1178
1086
978
852
1462
1423
1377
1322
1256
719
557
382
196
1304
1217
1115
999
866
1580
1541
1495
1442
1378
694
544
377
195
1106
1029
936
825
1325
1296
1261
1219
1168
704
549
379
195
1220
1149
1063
961
841
1433
1404
1369
1328
1279
675
534
373
194
1032
970
891
794
1200
1179
1153
1121
lo81
687
541
375
194
1135
1078
1007
920
814
1299
1277
1251
1220
1182
655
524
369
193
959
909
844
761
1089
1072
1053
1028
998
633
512
364
192
889
849
797
726
990
977
962
943
919
649
521
368
193
974
938
891
830
751
1071
1058
1043
1025
1002
609
500
359
191
823
791
749
690
902
892
880
865
847
627
509
363
192
900
872
834
784
717
976
966
954
940
922
584
486
354
190
762
736
702
653
824
816
807
795
780
604
497
358
191
832
809
779
739
682
892
884
875
863
850
---
669
531
372
194
1053
1007
949
876
783
1178
1162
1142
1118
1089
Total design load on column = cross-sectional area in square inches times Fc' value.
558
471
348
189
705
685
657
617
755
748
741
732
720
532
456
342
187
654
637
615
582
693
688
682
675
666
555
469
347
188
712
698
678
651
612
751
746
740
733
724
506
440
335
186
606
593
575
548
639
635
630
624
616
530
454
341
187
661
649
633
611
578
692
688
683
677
670
480
423
328
185
564
553
538
515
590
587
583
578
572
505
439
335
186
614
604
591
573
546
639
636
632
627
621
456
406
320
183
525
516
503
485
547
544
541
537
531
480
423
328
185
571
563
552
537
515
592
589
586
582
577
431
389
312
181
489
482
472
456
508
506
503
499
495
456
406
320
183
532
526
517
504
485
550
548
545
542
537
372
303
179
409
457
451
442
429
473
471
468
466
462
433
390
312
181
497
491
484
473
458
512
510
508
505
501
------
580
483
353
190
769
751
727
694
647
817
811
803
795
783
387
356
295
178
428
423
415
404
441
439
437
435
432
411
374
304
180
465
460
454
445
432
478
476
474
472
469
444
366
340
286
176
401
397
390
381
413
411
409
407
405
347
324
276
173
377
373
368
360
387
385
384
382
380
370
342
287
176
409
406
401
395
385
419
417
416
414
412
--
390
358
296
178
436
432
426
419
408
442
439
447
445
See instructions for use of tables on page 210. Obtain design values for E and Fc from the National Design Specification@for Wood Construction. Modify Fc for different
load duration, if applicable (see page 13). Calculate Ild where 1=unsupported length of column in inches and d=applicable least actual dimension of column cross section.
Determine value of Fc' from table.
UNIT AXIAL STRESSES SIMPLE SOLID COLUMNS - l/d from 2 to 30
-
~~
900000
1OOOOOO
1 1 m
798
599
400
200
1989
1791
1593
1395
1196
997
798
599
400
200
1592
1394
1196
997
798
599
400
200
800
600
400
200
2000
1800
1600
1400
1200
lo00
800
600
400
200
1600
1400
1200
lo00
800
600
400
200
792
596
398
200
1568
1376
1182
988
989
793
596
398
200
1955
1763
1571
1378
1184
794
596
398
200
1767
1574
1380
1186
990
4
782
590
396
199
1522
1342
1158
971
974
784
591
396
199
1889
1712
1531
1348
1162
785
592
396
199
1720
1538
1353
1166
977
6
--
1792
1594
1395
1196
998
1800
1600
1400
1200
1000
2
743
570
387
197
729
562
384
196
713
554
381
195
1188
1094
983
856
1267
1153
1026
884
1337
1206
1062
908
1449
1287
1119
945
766
581
392
198
874
723
559
383
196
898
738
566
386
197
919
750
573
388
197
1410
1330
1238
1131
1010
731
563
384
196
1381
1278
1161
1031
888
12
952
770
583
393
198
744
570
387
197
1462
1341
1208
1064
909
11
1519
1420
1308
1184
1047
755
576
390
197
1534
1395
1248
1092
927
10
1620
1500
1370
1229
1079
1782
1627
1466
1300
1128
773
585
393
198
1646
1481
1311
1136
956
8
694
544
377
195
1105
1028
936
824
846
707
551
379
195
1297
1235
1161
1073
968
717
556
381
196
1293
1208
1109
994
863
13
672
533
372
194
1019
960
884
789
815
688
541
376
194
1186
1139
1081
1009
921
700
547
378
195
1201
1133
1051
952
835
14
648
520
368
193
936
890
829
750
780
667
530
371
193
1080
1045
lo00
943
871
622
506
362
192
857
821
774
709
743
643
518
367
192
982
956
922
877
819
66 1
527
370
193
1021
980
926
858
771
16
-
682
538
374
194
1110
1056
990
907
805
15
593
491
356
190
784
756
719
667
704
618
505
361
191
894
873
847
8 13
767
638
5 15
366
192
938
906
864
808
735
17
564
475
350
189
717
696
667
625
664
591
490
356
190
814
799
778
752
715
614
502
360
191
861
836
803
758
697
l/d
18
Total design load on column = cross-sectional area in square inches times Fe' value.
534
457
342
187
657
640
617
584
624
563
474
349
189
743
731
715
694
665
588
488
355
190
790
771
745
709
659
19
504
438
334
186
602
589
571
545
585
535
457
342
188
680
670
658
641
618
561
473
349
189
727
711
691
662
621
20
474
419
326
184
554
543
529
508
548
506
440
335
186
624
616
606
593
575
534
457
342
187
669
657
640
617
584
21
446
399
317
182
510
502
490
473
512
478
421
327
184
574
568
560
549
534
507
440
335
186
617
607
594
576
549
22
419
380
307
180
441
471
464
455
479
451
403
318
183
529
524
518
509
497
480
423
328
185
571
563
552
537
515
23
393
360
297
178
436
431
423
411
448
425
384
309
181
489
485
480
473
463
454
405
319
183
529
522
513
501
483
24
369
342
287
176
405
400
394
384
366
300
179
400
419
453
450
446
440
432
429
387
311
181
491
486
478
468
453
25
346
324
276
173
376
372
367
359
393
377
348
290
177
421
418
415
410
403
405
370
302
179
457
452
446
438
425
26
326
306
266
171
351
347
343
336
369
355
330
280
174
392
390
387
383
377
383
352
293
177
426
422
417
410
400
27
306
290
255
168
328
325
321
315
346
335
314
270
172
366
364
362
358
353
361
336
283
175
398
395
391
385
376
28
289
275
244
165
307
304
301
296
325
316
298
260
169
343
341
339
336
331
342
320
274
173
373
370
366
361
354
29
272
260
234
162
287
285
283
278
306
298
283
250
167
321
320
318
315
311
323
304
264
170
350
347
344
340
333
30
See instructions for use of tables on page 210. Obtain design values for E and Fc from the National Design Specification@
for Wood Construction. Modify Fe for different
load duration, if applicable (seepage 13). Calculate l/d where I=unsupported length of column in inches and d=applicable least actual dimension of column cross section.
Determine value of Fc' from table.
UNIT AXIAL STRESSES SIMPLE SOLID COLUMNS - l/d from 2 to 30
213(c)
632
630
629
627
625
623
620
617
613
609
599
597
595
593
590
586
582
577
571
563
552
673
671
669
667
665
662
659
656
651
646
640
632
62 1
607
587
637
635
633
630
627
623
618
613
605
596
583
4000
3800
3600
3400
3200
3000
2800
2100000 2600
2400
2200
2000
1800
1600
1400
1200
3400
3200
3000
2800
2000000 2600
2400
2200
2000
1800
1600
1400
3600
639 600
603
596
587
575
558
31
30
E
%+
-
-
503
502
500
499
498
496
493
491
488
484
478
471
532
531
530
528
527
524
522
519
515
511
504
496
565
564
562
560
545
540
533
523
558
556
553
549
436
433
429
423
416
415
412
408
404
397
422
421
420
419
417
426
426
425
424
423
38
395
392
389
385
379
449
448
447
446
445
443
441
438
435
431
426
474
473
472
471
469
467
465
462
458
454
448
405
404
403
402
401
400
398
396
393
390
386
426
425
424
423
422
420
419
316
316
315
314
416
414
410
405
347
346
345
344
343
341
339
336
364
363
362
361
359
357
355
351
377
375
372
368
366
366
365
382
381
380
379
385
384
383
327
326
324
321
313
311
310
307
303
302
301
300
318
318
318
3 17
333
333
332
332
349
349
348
348
331
331
330
329
304
304
303
328
326
324
322
318
343
341
339
336
332
359
357
355
351
347
376
374
371
368
362
299
298
296
294
279
278
278
277
277
276
276
275
274
272
271
290
289
288
288
287
286
284
282
245
245
244
244
243
242
241
240
255
255
254
254
253
252
251
250
264
263
261
260
266
266
265
264
246
246
246
246
256
256
256
256
231
234
233
232
236
235
235
234
237
236
236
236
245
244
243
242
240
248
247
247
246
246
249
249
248
248
248
50
-267
267
267
266
258
257
257
256
256
268
268
267
267
266
255
254
253
251
249
259
259
258
258
258
270
269
269
269
269
265
264
263
26 1
259
279
279
279
278
277
291
291
290
290
289
49
48
276
275
274
272
270
281
281
280
280
280
293
293
293
292
292
288
287
285
283
281
47
46
29 1
290
290
300
299
298
295
292
304
304
303
302
302
306
306
305
305
305
45
304 29 1 279
314
312
310
308
305
318
317
317
316
315
332
332
331
330
329
348
347
346
346
344
320
320
319
319
318
44
365
364
363
362
361
335
334
334
333
333
43
383
382
381
379
378
402
401
400
398
397
42
350
350
350
349
349
41
367
367
366
366
365
386
385
385
384
383
40
405
405
404
403
403
39
- -475 450 427 405 385 367
459
455
45 1
445
436
483
479
474
467
458
510
506
500
492
481
539
534
527
518
505
570
564
556
546
531
445
443
442
440
438
449
448
447
447
446
473
473
472
471
470
469
467
466
464
462
523
521
519
517
514
553
551
549
546
543
587
584
582
578
575
37
36
495
493
491
489
487
500
499
498
497
496
529
528
527
526
524
560
559
558
557
555
594
593
592
590
589
35
33
34
32
Wd
Total design load on column = cross-sectional area in square inches times Fc' value.
See instructions for use of tables on page 210. Obtain design values for E and Fc from the National Design Specijicarion@
for Wood Construction. Modify F, for different
load duration, if applicable (seepage 13). Calculate I/d where 1 =unsupported length of column in inches and d=applicable least actual dimension of column cross section.
Determine value of Fc' from table.
214
-
-
609
607
605
603
601
598
594
590
585
579
570
559
543
576
575
573
571
568
565
562
557
551
544
534
520
500
468
Fe*
3600
3400
3200
3000
2800
2600
I900000 2400
2200
2000
1800
1600
1400
1200
3400
3200
3000
2800
2600
2400
2200
I800000 2000
1800
1600
1400
1200
1000
800
E
30
505
493
476
448
532
528
525
520
513
541
540
538
536
534
546
538
529
515
565
562
559
556
551
572
570
569
567
31
478
468
453
428
501
498
495
491
485
509
508
507
505
503
453
444
431
410
473
470
467
464
459
480
479
478
476
475
487
482
475
465
515
509
501
489
502
500
497
495
491
507
506
505
503
538
537
535
534
532
530
527
524
520
33
32
429
42 1
410
392
447
445
442
439
435
453
452
45 1
450
448
407
40 1
391
375
423
42 1
419
416
412
428
428
427
426
424
437
433
428
420
448
447
445
443
440
452
45 1
45 1
449
35
-
46 1
457
450
442
474
472
470
468
465
478
477
476
475
34
387
381
372
358
40 1
399
397
395
391
406
405
404
403
402
415
41 1
407
400
425
423
422
420
418
428
428
427
426
36
368
363
355
343
380
379
377
375
372
385
384
383
382
381
394
391
387
381
403
402
400
399
397
406
405
405
404
37
35 1
346
339
328
361
360
358
356
354
365
365
364
363
362
334
330
324
314
344
342
341
339
337
347
347
346
345
345
357
355
35 1
347
3 64
363
362
361
359
366
366
365
365
39
319
315
310
301
327
326
325
323
321
330
330
329
329
328
340
338
335
331
346
346
345
344
342
349
348
348
347
40
--
375
372
368
363
383
382
380
379
377
385
385
384
383
38
304
301
296
289
312
311
310
308
307
315
314
314
313
313
325
323
320
316
330
330
329
328
326
332
332
331
331
41
29 1
288
284
277
298
297
296
295
293
300
300
299
299
298
278
276
272
266
284
284
283
282
280
287
286
286
286
285
297
295
293
290
301
300
300
299
298
303
302
302
302
43
266
264
26 1
255
272
27 1
270
269
268
274
274
273
273
273
284
282
280
278
288
287
287
286
285
289
289
289
288
44
255
253
250
245
260
260
259
258
257
262
262
262
261
261
272
270
269
266
275
275
274
274
273
277
277
276
276
45
---
3 10
308
306
303
315
314
314
313
312
3 17
317
316
316
42
Ild
Total design load on column = cross-sectional area in square inches times Fc' value.
245
243
240
236
249
249
248
247
246
251
251
251
250
250
261
259
258
256
264
263
263
262
262
265
265
265
264
46
235
233
23 1
227
239
239
23 8
237
236
241
24 1
240
240
240
226
224
222
218
230
229
228
228
227
23 1
23 1
231
230
230
240
239
23 8
236
243
242
242
24 1
24 1
244
244
243
243
48
217
215
213
210
220
220
219
219
218
222
222
221
221
221
231
230
228
227
233
233
232
232
231
234
234
234
233
49
--
250
249
247
245
253
253
252
252
25 1
254
254
254
253
47
209
207
205
202
212
212
211
210
210
213
213
213
213
212
222
221
220
218
224
224
223
223
222
225
225
225
224
50
See instructions for use of tables on page 210. Obtain design values for E and FSfrom the National Design Specijication@
for Wood Construction. Modify Fe for differen1
load duration, if applicable (seepage 13). Calculatelld where 1 =unsupported length of column in inches and d=applicable least actual dimensionof columncross section.
Determine value of Fc' from table.
UNIT AXIAL STRESSES SIMPLE SOLID COLUMNS l/d from 30 to 50
214(a)
1
I
~
I
533
529
524
517
509
2200
2000
1700000 1800
1600
1400
447
433
412
375
472
457
432
389
1200
lo00
800
600
I
474
471
467
462
456
503
500
496
490
483
482
48 1
480
478
476
423
411
393
360
443
440
436
431
446
454
453
45 1
450
448
445
432
411
374
472
469
466
461
454
481
480
478
477
475
32
380
371
357
333
398
396
393
390
386
421
419
416
412
407
401
391
375
346
403
402
40 1
399
404
40 1
391
375
346
421
419
416
413
408
428
427
426
425
423
34
428
427
426
424
423
422
41 1
393
360
446
443
440
436
430
453
452
451
450
448
33
399
397
394
391
387
405
404
403
402
400
35
378
376
374
371
367
383
382
381
380
379
36
362
355
342
320
36 1
36 1
360
359
358
357
355
353
351
347
343
336
326
306
381
372
358
333
382
381
380
379
378
376
375
372
370
366
361
353
341
319
-----
470
455
430
388
501
498
493
488
480
511
510
508
506
504
31
2200
2000
1600000 1800
1600
1400
2800
2600
2400
3200
544
543
541
539
536
Fc*
3200
3000
2800
2600
2400
E
I 1
30
321
320
319
317
314
311
306
297
282
326
320
311
294
325
325
324
323
322
338
337
335
333
330
342
342
341
340
339
328
322
3 13
296
341
339
338
335
332
345
344
344
343
342
38
296
292
284
271
306
305
303
302
299
309
309
308
307
307
313
308
299
284
324
323
321
319
317
328
327
327
326
325
39
283
278
272
260
291
290
289
287
285
294
294
293
293
292
299
294
287
273
309
308
306
304
302
312
312
311
310
310
40
270
266
260
250
278
277
276
274
272
280
280
279
279
278
286
28 1
275
263
258
255
249
240
265
264
263
262
260
267
267
267
266
266
273
269
263
252
281
280
279
277
276
284
283
283
282
282
297
297
296
296
295
294
293
292
291
288
42
Ild
41
247
244
239
231
253
252
251
250
249
255
255
255
254
254
261
258
253
243
236
234
229
222
242
241
241
240
238
244
244
243
243
242
250
247
242
234
257
256
255
254
252
259
259
258
258
257
271
270
270
270
269
268
268
267
265
264
44
43
------
345
338
327
308
359
357
355
353
349
363
363
362
361
360
37
Total design load on column = cross-sectional area in square inches times Fc' value.
226
224
220
213
232
231
230
229
228
233
233
233
232
232
217
215
212
205
222
221
221
220
219
223
223
223
223
222
230
228
224
217
235
234
233
232
235
237
237
237
236
236
46
209
207
203
198
213
212
212
211
210
214
214
214
213
213
221
219
215
209
226
225
224
224
222
227
227
227
227
226
47
200
199
196
191
204
204
203
202
202
206
205
205
205
205
212
210
207
20 1
217
216
215
215
214
218
218
218
217
217
48
193
191
188
184
196
196
195
195
194
197
197
197
197
196
204
202
199
194
208
208
207
206
205
209
209
209
209
208
49
185
184
181
177
188
188
188
187
186
190
189
189
189
189
196
195
192
187
200
200
199
198
198
201
201
201
201
200
50
-----
240
237
233
225
246
245
244
243
242
248
247
247
247
246
45
See instructions for use of tables on page 210. Obtain design values for E and Fc from the National Design Specification@
for Wood Construction. Modify Fc for different
load duration, if applicable (seepage 13). Calculate l/d where l=unsupported length of column in inches and d=applicable least actual dimension of column cross section.
Determine value of Fc' from table.
IUNIT AXIAL STRESSES - SIMPLE SOLID COLUMNS - l/d from 30 to 50
214(b)
-
-
388
372
344
288
410
392
359
297
1000
800
600
400
-
413
409
404
398
438
434
429
421
1800
I400000 1600
1400
1200
331
320
302
263
347
344
341
337
353
352
351
350
349
374
373
372
371
369
348
337
316
271
397
396
395
393
391
422
421
419
417
415
449
448
446
444
442
2800
2600
2400
2200
2000
35 1
339
318
273
370
356
33 1
28 1
367
354
330
280
390
374
346
289
41 1
393
360
297
434
412
375
305
1000
800
600
400
367
364
361
356
400
372
370
367
364
359
378
378
377
375
374
40 1
400
399
397
396
394
391
388
384
378
34
33
389
386
382
376
417
415
41 1
406
443
440
436
430
422
47 1
467
462
456
447
2000
1800
1500000 1600
1400
1200
425
424
423
42 1
420
452
45 1
449
448
446
32
482
480
478
476
474
31
3000
2800
2600
2400
2200
30
314
305
289
254
328
326
323
320
334
333
332
331
330
334
323
305
264
352
350
348
345
340
358
357
356
355
354
35
299
291
277
246
284
277
265
237
295
294
291
289
300
299
298
297
296
316
315
315
314
313
311
309
307
304
302
294
280
248
317
315
313
311
308
321
320
320
319
318
37
318
308
292
256
334
332
330
327
323
339
338
337
336
335
36
286
285
284
282
279
275
269
257
232
270
270
269
269
268
267
266
264
262
258
253
243
221
288
281
268
240
284
284
283
283
282
281
279
277
275
271
265
'254
229
290
289
289
288
287
39
301
300
298
296
293
305
304
304
303
302
38
245
245
244
244
243
242
241
240
238
235
231
223
206
254
253
251
249
246
242
233
214
251
246
237
217
260
259
258
256
254
263
262
262
261
261
41
257
257
256
256
255
263
257
247
224
273
272
270
269
266
276
275
275
274
273
40
215
212
206
192
221
220
219
218
231
230
229
227
225
221
214
199
223
223
223
222
222
230
226
218
202
237
236
235
234
232
239
239
239
238
238
43
234
233
233
233
232
240
235
227
209
248
247
246
245
243
251
250
250
249
249
42
Ild
rota1 design load on column = cross-sectional area in square inches times Fc' value.
198
195
190
179
202
202
201
199
211
211
210
208
206
203
198
185
204
204
204
203
203
21 1
208
202
189
217
216
216
214
213
219
219
218
218
217
45
213
213
213
212
212
220
216
210
195
227
226
225
224
222
229
228
228
228
227
44
190
187
183
172
194
193
192
191
196
195
195
195
194
202
199
194
182
208
207
207
206
204
210
209
209
209
208
46
182
180
176
166
186
185
185
184
187
187
187
187
186
194
192
187
176
199
199
198
197
196
201
201
200
200
200
47
175
173
169
161
178
178
177
176
180
180
179
179
179
187
184
180
170
191
191
190
189
188
193
192
192
192
192
48
168
166
163
155
171
171
170
169
173
172
172
172
172
180
177
173
164
184
183
183
182
181
185
185
185
184
184
49
162
160
157
150
165
164
164
163
166
166
166
165
165
173
171
167
159
177
176
176
175
174
178
178
177
177
177
50
See instructions for use of tables on page 210. Obtain design values for E and FSfrom the National Design Specification@
for Wood Construction. Modify Fafor different
load duration, if applicable (seepage 13). Calculate l/d where I=unsupported length of column in inches and d=applicable least actual dimension of column cross section.
Determine value of Fc' from table.
UNIT AXIAL STRESSES SIMPLE SOLID COLUMNS l/d from 30 to 50
214(c)
-
~~
~
377
373
368
360
1600
1200000 1400
1200
lo00
347
324
276
173
387
385
384
382
380
2600
2400
2200
2000
1800
800
600
400
200
370
342
287
176
409
406
401
395
385
1800
1600
1300000 1400
1200
lo00
800
600
400
200
419
417
416
414
412
2800
2600
2400
2200
2000
Fc*
I
E
30
329
309
267
171
354
351
346
340
363
362
360
359
357
351
327
278
174
385
382
378
372
364
393
392
391
389
387
31
312
295
258
169
334
331
327
321
341
340
339
338
336
333
313
270
172
363
360
357
352
345
370
369
368
366
365
32
296
281
249
166
315
313
309
304
322
321
320
319
317
317
299
261
170
342
340
337
333
326
348
347
346
345
344
33
267
256
231
161
282
280
277
273
298
296
293
288
281
268
240
164
287
286
285
284
283
-
286
273
243
165
306
304
302
299
294
311
310
309
308
307
35
303
303
302
301
299
301
286
252
167
323
321
319
315
310
329
328
327
326
325
34
254
244
222
158
267
265
263
260
271
27 1
270
269
268
273
26 1
234
162
290
288
286
283
279
294
293
293
292
291
36
242
233
214
155
253
252
250
247
257
257
256
255
255
260
249
226
159
275
274
272
269
266
279
278
278
277
276
37
231
223
206
152
241
239
238
235
244
244
243
243
242
248
239
218
157
261
260
258
256
253
265
264
264
263
262
38
237
236
234
233
230
226
219
202
151
221
221
220
220
219
218
217
216
213
210
204
190
146
237
228
210
154
232
232
231
231
230
229
228
226
224
220
213
198
149
239
239
238
238
237
40
248
247
246
244
241
251
251
251
250
249
39
201
195
183
143
208
207
206
204
210
210
210
209
209
216
210
195
148
226
225
224
222
220
228
228
227
227
226
41
'
I/d
Total design load on column = cross-sectional area in square inches times Fe' value.
192
187
176
140
198
198
196
195
201
200
200
200
199
207
201
188
145
215
214
213
212
210
217
217
217
216
216
42
184
179
170
136
190
189
188
186
192
191
191
191
190
198
193
181
142
206
205
204
203
201
208
207
207
207
206
43
176
172
163
133
181
181
180
178
183
183
183
182
182
190
185
174
139
197
196
195
194
192
198
198
198
198
197
44
169
165
157
130
174
173
172
171
175
175
175
174
174
182
178
168
136
188
188
187
186
184
190
190
189
189
189
45
.
162
159
152
127
166
166
165
164
168
168
167
167
167
175
171
162
132
180
180
179
178
177
182
182
181
181
181
46
155
153
146
123
159
159
158
157
161
161
160
160
160
168
164
156
129
173
172
172
171
170
174
174
174
174
173
47
149
147
141
120
153
153
152
151
154
154
154
154
153
161
158
151
126
166
165
165
164
163
167
167
167
167
166
48
144
141
136
117
147
147
146
145
148
148
148
148
147
155
152
146
123
159
159
158
158
157
160
160
160
160
160
49
138
136
131
114
141
141
140
139
142
142
142
142
142
149
147
141
120
153
153
152
152
151
154
154
154
154
153
50
See instructions for use of tables on page 210. Obtain design values for E and Fc from the National Design Specifcarion@
for Wood Construction. Modify Fc for differen!
load duration, if applicable(seepage 13). Calculate l/d wherel=unsupported length of column in inches andd=applicable least actual dimension of columncross section.
Determine value of Fc' from table.
UNIT AXIAL STRESSES SIMPLE SOLID COLUMNS - I/d from 30 to 50
214(d)
-
-
900000
1OOOOOO
1 1 m
E
329
327
324
320
315
350
347
344
340
333
323
304
264
170
321
320
318
315
311
306
298
283
250
167
287
285
283
278
272
260
234
162
1800
1600
1400
1200
1000
800
600
400
200
2000
1800
1600
1400
1200
lo00
800
600
400
200
1600
1400
1200
lo00
800
600
400
200
257
247
224
159
270
268
266
262
289
282
269
240
164
301
300
298
296
293
306
289
254
168
31
Fcb
I
30
I
243
234
214
155
254
253
250
247
273
266
255
230
161
284
282
281
279
276
289
275
245
165
309
308
305
302
297
32
229
222
205
152
240
238
236
234
258
252
243
221
158
267
266
265
263
261
274
262
236
162
292
290
288
285
281
33
217
211
196
148
226
225
223
221
244
239
231
212
155
252
251
250
249
247
260
250
226
160
276
274
272
270
266
34
206
200
187
145
214
213
211
209
231
227
220
203
151
238
238
237
235
234
247
238
218
157
261
259
258
256
252
35
196
191
179
141
202
202
200
199
219
216
209
195
148
226
225
224
223
221
235
227
209
153
247
246
244
242
240
36
186
181
171
137
192
191
190
188
208
205
199
187
144
214
213
213
212
210
224
217
201
150
234
233
232
230
228
37
177
173
164
133
182
182
181
179
198
195
190
179
141
203
203
202
201
200
213
207
193
147
222
221
220
219
217
38
169
165
157
130
173
173
172
171
188
186
181
171
137
193
193
192
191
190
203
198
185
144
211
211
210
208
206
39
161
158
151
126
165
164
164
162
180
177
173
165
134
184
183
183
182
181
194
189
178
140
201
201
200
198
197
40
153
151
144
122
157
157
156
155
171
169
166
158
130
175
175
174
174
173
185
181
171
137
192
191
190
189
188
41
146
144
138
119
150
149
149
148
164
162
159
152
127
167
167
166
166
165
177
173
164
133
183
182
182
181
179
42
Ild
Total design load on column = cross-sectional area in square inches times Fc' value.
140
138
133
115
143
143
142
141
156
155
152
146
123
159
159
159
158
157
169
166
158
130
175
174
174
173
171
43
134
132
128
111
137
137
136
135
150
148
146
140
119
152
152
152
151
151
162
159
152
127
167
167
166
165
164
44
128
127
123
108
131
131
130
129
143
142
140
135
116
146
146
145
145
144
155
153
146
123
160
159
159
158
157
45
123
121
118
105
125
125
125
124
137
136
134
129
113
140
139
139
139
138
149
146
141
120
153
153
152
152
151
46
118
117
113
101
120
120
120
119
132
131
129
125
109
134
134
133
133
133
143
141
136
117
147
146
146
145
145
47
113
112
109
98
115
115
115
114
127
126
124
120
106
128
128
128
128
127
138
135
131
113
141
141
140
140
139
48
109
108
105
95
111
111
110
110
122
121
119
116
103
123
123
123
123
122
132
130
126
110
135
135
135
134
133
49
105
104
101
92
106
106
106
106
117
116
115
111
100
119
118
118
118
117
127
125
121
107
130
130
129
129
128
50
See instructions for use of tables on page 210. Obtain design values for E and Fe from the National Design Specification"for Wood Construction. Modify Fc for differen'
load duration, if applicable (seepage 13). Calculate I/d where 1=unsupported length of column in inches and d=applicable least actual dimension of column cross section,
Determine value of Fa' from table.
UNIT AXIAL STRESSES SIMPLE SOLID COLUMNS Ud from 30 to 50
214(e)
- I/d from 2 to 46
-
-
1942
1754
1564
1372
1980
1784
1587
1390
1964
1771
1577
1383
1991
1793
1594
1396
1998
1798
1599.
1399
2000
1800
1600
1400
2683
2500
2315
2130
2728
2538
2348
2156
2761
2566
2371
2176
2783
2585
2388
2190
2796
2596
2397
2197
2800
2000000 2600
2400
2200
3401
3224
3045
2865
3479
3292
3105
2917
3572
3375
3178
2980
3593
3394
3195
2995
3600
3400
3200
3000
2872
2689
2505
2320
2133
2921
2732
2541
2350
2158
3534
3342
3149
2955
1981
1785
1588
1391
1193
1992
1793
1595
1396
1197
1998
1798
1599
1399
1199
2000
1800
1600
1400
1200
3764
3588
3411
3233
3053
3857
3671
3485
3298
3110
1945
1756
1565
1374
1181
2957
2763
2568
2373
2177
2981
2784
2586
2388
2190
2995
2796
2597
2397
2198
3000
2800
2100000 2600
2400
2200
10
8
1966
1772
1578
1384
1188
3923
3730
3538
3345
3151
4000
3800
3600
3400
3200
3967
3770
3573
3376
3179
2
3992
3793
3593
3394
3195
~~~~~
6
E
4
4'
-
-
3157
3010
2859
2704
2546
2384
2219
2050
3295
3131
2964
2795
2623
2449
2273
2095
1878
1703
1524
1343
1885
1708
1528
1346
1161
1918
1735
1549
1361
1172
1914
1731
1546
1359
2721
2561
2396
2229
2058
3472
3329
3183
3032
2879
14
2806
2633
2458
2280
2100
3637
3476
3312
3146
2977
12
1833
1667
1497
1323
2448
2302
2151
1994
2982
2857
2726
2590
1842
1675
1503
1327
1147
2614
2469
2319
2165
2006
3263
3143
3019
2889
2754
16
1778
1624
1464
1299
2329
2201
2067
1926
2772
2671
2564
2450
1791
1634
1472
1304
1131
2482
2357
2225
2086
1942
3015
2921
2820
2714
2601
18
1712
1573
1425
1270
2188
2081
1966
1843
2538
2461
2377
2286
1729
1586
1435
1277
1112
2327
2223
2112
1992
1865
2742
2672
2596
2513
2424
20
1635
1512
1379
1236
2030
1945
1851
1748
2294
2238
2175
2106
1656
1529
1392
1246
1090
2155
2073
1982
1883
1774
2464
2414
2358
2297
2230
22
lid
1547
1442
1325
1197
1863
1798
1724
1641
2056
2016
1971
1921
1573
1463
1342
1209
1064
1974
1912
1841
1762
1673
2198
2163
2124
2079
2030
24
Total design load on column = cross-sectional area in square inches times Fc' value.
1538
1502
1460
1410
1351
1281
1198
1101
1451
1364
1265
1152
1639
1619
1596
1569
1385
1310
1221
1119
1001
1625
1591
1551
1504
1449
1741
1723
1703
1680
1655
28
1697
1648
1592
1527
1836
1808
1776
1739
1482
1389
1284
1166
1035
1795
1748
1695
1634
1563
1956
1931
1903
1872
1836
26
1259
1239
1215
1187
1152
1109
1056
989
1250
1195
1128
1047
1314
1303
1290
1276
1059
1026
984
930
1141
1126
1108
1086
1182
1174
1164
1153
1096
1059
1013
954
880
1202
1188
1171
1151
1126
1249
1242
1234
1225
1214
34
973
947
914
871
1036
1024
1010
994
1067
1061
1054
1046
1010
981
944
896
834
1091
1080
1067
1051
1033
1127
1121
1115
1108
1100
36
--
1189
1142
1083
1011
923
1327
1308
1286
1260
1228
1390
1381
1370
1358
1344
32
1392
1365
1333
1296
1465
1451
1434
1414
1286
1226
1154
1067
964
1468
1443
1413
1378
1336
1553
1540
1526
1509
1490
30
894
874
848
813
943
934
923
910
968
963
957
951
929
907
878
839
789
993
984
974
962
947
1021
1016
1012
1006
lo00
38
823
807
786
758
861
854
846
835
880
877
872
867
758
745
729
706
789
783
776
768
804
801
797
793
790
775
757
732
698
829
824
818
810
801
847
845
842
838
834
42
700
689
676
658
724
720
714
708
737
734
73 1
728
730
718
703
683
656
762
757
752
746
739
776
774
771
769
765
44
647
639
628
613
667
663
659
654
677
675
673
670
675
666
654
638
615
702
698
694
689
683
713
712
709
707
705
46
---
856
838
815
784
743
906
899
891
882
870
928
925
921
917
912
40
See instructions for use of tables on page 210. Obtain design values for E and Fc from the National Design Specification@for Wood Construction. Modify Fc for different
load duration, if applicable (seepage 13). Calculatel/d where l=unsupported length of column in inches and d=applicable least actual dimension of column cross section.
Determine value of Fc' from table.
UNIT AXIAL STRESSES - SPACED COLUMNS, CONDITION "a"
215
-
~
~~
I80
1900000
E
2596 2585
2397 2387
2197 2189
1998 1991
1798 1793
3393 3372
3194 3175
2995 2978
2795 2781
2596 2584
2386
2188
1990
1792
1594
1395
1197
998
798
1599
1399
1199
999
2397
2197
1998
1798
1598.
1399
1199
999
800
2600
2400
2200
2000
1800
1600
1400
1200
1000
3400
3200
3000
2800
2600
2400
2200
2000
1800
1600
1400
1200
1000
BOO
-
-
1594
1396
1197
998
3570
3373
3177
2979
2782
3593
3393
3194
2995
2796
3600
3400
3200
3000
2800
4
2
Fc+
-
1381
1186
990
794
2342
2151
1960
1768
1575
2368
2173
1978
1782
1586
1389
1192
995
797
3279
3094
2907
2719
2531
1576
1382
1187
991
3335
3143
2950
2756
2562
1587
1390
1193
995
2535
2345
2154
1962
1769
3472
3286
3100
2912
2724
3531
3338
3146
2952
2759
2564
2370
2175
1979
1783
8
6
1369
1177
985
790
2305
2121
1935
1748
1559
3201
3025
2848
2669
2488
1562
1371
1179
985
2494
2311
2125
1939
1751
3389
3213
3036
2857
2676
10
1354
1167
977
786
2257
2081
1903
1722
1540
3095
2933
2768
2600
2430
1543
1357
1169
979
2440
2265
2088
1909
1727
3276
3114
2950
2782
2613
12
1336
1154
968
780
1515
2195
2030
1862
1690
2956
2812
2664
2512
2355
1520
1339
1156
970
2371
2207
2041
1870
1697
3128
2984
2837
2685
2530
14
1313
1137
958
773
2116
1966
1811
1650
1484
2780
2659
2532
2399
2261
1491
1318
1141
960
2283
2134
1981
1823
1659
2941
2821
2694
2563
2425
16
1285
1118
945
766
2020
1887
1748
1600
1446
2571
2475
2373
2262
2145
1456
1292
1123
948
2175
2045
1908
1764
1613
2719
2624
2522
2413
2297
18
1252
1095
929
756
1906
1793
1672
1541
1401
2341
2269
2190
2104
2009
1414
1262
1101
934
2047
1938
1820
1693
1558
2474
2403
2326
2241
2148
20
1213
1068
912
746
1777
1685
1584
1471
1348
2105
2054
1996
1931
1858
1364
1225
1076
917
1904
1816
1718
1611
1493
2225
2174
2117
2053
1983
22
1168
1036
891
733
1639
1567
1486
1392
1287
1879
1843
1802
1755
1701
1307
1183
1047
898
1751
1683
1606
1518
1419
1986
1950
1909
1863
1811
24
Total design load on column = cross-sectional area in square inches times Fc' value.
Determine value of Fc' from table.
1117
1000
867
719
1499
1445
1381
1306
1219
1673
1647
1618
1584
1545
1243
1135
1013
876
1598
1547
1487
1418
1337
1767
1742
1713
1680
1642
26
1060
959
840
703
1274
1216
1145
1323
1363
1490
1471
1450
1426
1397
1173
1082
975
850
1451
1413
1368
1314
1250
1573
1555
1535
1511
1483
28
1000
914
810
685
1237
1207
1170
1125
1069
1329
1316
1301
1283
1262
1100
1024
933
822
1315
1286
1252
1211
1161
1404
1391
1376
1358
1338
30
938
867
777
665
1122
1099
1071
1037
993
1190
1180
1169
1156
1140
1025
964
888
791
1190
1169
1144
1113
1074
1257
1247
1236
1223
1208
32
876
818
742
643
1018
1001
980
953
919
1070
1062
1054
1044
1032
952
904
840
758
1079
1063
1044
1020
990
1129
1122
1114
1104
1093
34
815
768
705
619
925
912
896
876
849
965
959
953
945
936
882
844
792
723
981
968
954
935
912
1019
1013
1007
1000
991
36
757
719
667
594
843
833
821
805
784
874
870
865
859
852
817
786
744
686
893
884
872
858
840
923
919
914
908
901
38
702
672
630
567
771
763
753
740
724
795
792
788
783
777
755
731
697
650
816
808
799
788
774
840
836
832
828
822
40
652
628
593
540
706
700
692
682
669
726
723
720
716
712
699
680
652
613
747
742
734
725
714
766
764
760
757
753
42
605
586
557
513
649
644
638
630
619
665
663
660
657
653
648
632
610
578
687
682
676
669
660
702
700
697
694
691
44
562
547
523
487
598
594
589
582
574
611
609
607
605
602
601
588
570
544
633
629
624
618
611
645
643
641
639
636
46
See instructionsfor use of tables on page 210. Obtain design values for E and Fc from the National Design Spec$cation@for Wood Construction. Modify Fc for different
load duration,if applicable(seepage 13). Calculatel/d where l=unsupported length of column in inches and d=applicable least actual dimensionof columncross section.
UNIT AXIAL STRESSES SPACED COLUMNS, CONDITION "a" Yd from 2 to 46
216
~~~
~~
-
-
1199
999
800
600
1200
1000
800
600
I
2197
1997
1798
1598
1399
2200
2000
I600000 1800
1600
1400
I
2396
2994
3200
3000
2800
2600
2400
-
1200
1000
800
600
2197
1997
1798
1598
1399
2200
2000
1700000 1800
1600
1400
2
3194
2994
2795
2596
2396
I
I
3200
3000
2800
2600
2400
E
- Fe*
I
I
3135
2943
2751
2557
2364
2170
1975
1780
1584
1388
1191
994
796
598
2187
1989
1791
1593
1395
1196
997
798
599
1192
994
796
598
1196
997
798
599
3172
2975
2779
2582
2384
1389
1585
2172
1977
1781
3139
2947
2754
2560
2366
6
2188
1990
1792
1593
1395
3174
2977
2780
2583
2385
4
1176
984
790
594
1185
990
793
596
3000
2826
2650
2472
2292
2110
1926
1741
1554
1365
1175
982
789
594
3079
2894
2'109
2522
2334
2145
1955
1763
1571
1378
1184
989
793
596
7
2116
1931
1745
1557
1367
3013
2838
2660
2480
2299
10
2148
1957
1766
1573
1379
3087
2901
2714
2527
2338
8
1162
974
784
591
2064
1889
1712
1531
1348
2892
2733
2571
2405
2236
1165
976
785
592
2073
1897
1717
1536
1351
2914
2752
2587
2418
2247
12
1147
964
777
588
2005
1842
1674
1502
1327
275 1
2612
2467
2318
2164
1128
952
770
583
1930
1782
1627
1466
1300
2573
2458
2336
2207
2072
1133
955
772
584
1949
1797
1639
1476
1307
2619
2498
2370
2236
2096
16
1106
937
761
579
1838
1708
1569
1423
1268
2365
2275
2178
2073
1960
1112
94 1
763
5 80
1864
1729
1586
1435
1277
2423
2327
2223
2111
1992
18
1079
919
750
573
1729
1620
1500
1370
1229
2138
2073
2000
1919
1829
1087
924
753
575
1763
1647
1522
1387
1242
2207
2135
2055
1967
1870
20
1047
898
738
566
1607
1519
1420
1308
1184
1912
1866
1813
1753
1685
1058
905
742
569
1649
1553
1447
1329
1199
1985
1933
1875
1808
1733
22
1010
874
723
559
1478
1410
1330
1238
1131
1699
1667
1630
1587
1537
1024
883
729
562
1525
1450
1363
1264
1151
1773
1736
1694
1646
1590
24
968
846
707
551
1348
1297
1235
1161
1073
1507
1484
1458
1428
1391
985
857
713
554
1398
1341
1272
1191
1096
1579
1553
1523
1488
1447
26
------
1151
966
779
588
2018
1852
1683
1509
1331
2784
2640
2491
2338
2180
14
lid
Total design load on column = cross-sectional area in square inches times Fe' value.
921
815
688
541
1224
1186
1139
1081
1009
1338
1322
1304
1282
1255
941
828
696
545
1275
1232
1179
1115
1036
1406
1387
1366
1341
1311
28
871
780
667
530
1108
1080
1045
1000
943
1192
1180
1167
1151
1131
819
743
643
518
1004
982
956
922
877
1065
1057
1047
1035
1021
844
76 1
655
524
1052
1028
997
959
909
1124
1114
1102
1088
1072
32
767
704
618
505
910
894
873
847
813
957
950
942
933
923
793
724
63 1
512
956
938
914
884
845
1010
1002
994
983
971
34
715
664
591
490
826
814
799
778
752
862
857
852
845
836
743
685
606
498
870
856
838
815
784
911
906
899
891
881
36
665
624
563
474
753
743
731
715
694
78 1
777
772
767
760
693
646
579
483
793
782
768
750
726
826
821
816
810
802
38
618
585
535
457
688
680
670
658
641
710
706
703
699
694
646
608
552
467
725
717
706
692
673
751
747
743
738
733
40
575
548
506
440
630
624
616
606
593
647
645
642
639
635
602
57 1
524
45 1
665
658
649
638
623
685
683
679
675
671
42
534
512
478
421
579
574
568
560
549
593
59 1
589
586
582
560
535
496
433
611
606
599
590
577
628
626
623
620
616
44
497
479
451
403
533
529
524
518
509
545
543
541
539
536
522
502
469
415
564
559
553
546
536
577
575
573
570
567
46
--------
894
796
676
535
1159
1126
1086
1036
973
1255
1241
1226
1207
1185
30
See instructions for use of tables on page 210. Obtain design values for E and Fc from the National Design Spec$cation@for Wood Construction. Modify Fc for different
load duration, if applicable(see page 13). Calculate Ild where 1 =unsupported length of column in inches and d= applicable least actual dimension of column cross section.
Determine value of Fc' from table.
UNIT AXIAL STRESSES SPACED COLUMNS, CONDITION aaa l/d from 2 to 46
217
-
-
-
-
1000
800
600
400
1800
1400000 1600
1400
1200
2800
2600
2400
2200
2000
-
400
999
800
600
1798
1598
1399
1199
2794
2595
2396
2196
1997
999
800
600
400
1997
1798
1598
1399
1199
2000
1800
!500000 1600
1400
1200
1000
800
600
400
2994
2794
2595
2396
2197
3000
2800
2600
2400
2200
5
2
Fc+
-
400
997
798
599
1790
1592
1394
1196
2775
2579
2382
2185
1988
997
798
599
400
1988
1791
1593
1394
1196
2974
2777
2580
2383
2186
4
993
796
598
399
1777
1582
1386
1190
2743
2551
2359
2165
1971
993
796
598
399
1973
1779
1583
1387
1\91
2939
2747
2555
2361
2168
6
987
792
596
398
1758
1567
1375
1182
2694
2509
2323
2136
1948
988
793
596
398
1951
1761
1569
1377
1183
2887
2702
2516
2329
2141
8
980
787
593
397
1653
1486
1315
1139
958
774
586
394
970
781
590
395
2407
2267
2122
1971
1814
961
776
587
394
1829
1664
1495
1321
1143
2579
2439
2294
2144
1989
14
1697
1520
1340
1156
2531
2371
2208
2041
1871
2625
2451
2274
2096
1915
1732
1547
1360
1171
972
783
590
396
1881
1705
1526
1344
1160
1921
1737
1550
1362
1173
981
788
593
397
2712
2552
2389
2223
2054
12
2813
2638
2462
2284
2103
10
944
765
581
392
1597
1443
1283
1116
2252
2136
2012
1881
1743
948
768
582
392
1764
1613
1456
1292
1123
2413
2297
2174
2044
1907
16
926
754
575
389
1673
1626
1572
1509
1437
880
727
561
384
1871
1805
1730
1646
1552
2069
1979
1880
1772
1655
890
733
564
385
905
742
569
387
912
746
571
388
932
758
577
390
1481
1388
1283
1166
1034
1352
1255
1144
1019
1588
1475
1350
1215
1069
1683
1550
1408
1257
1098
1792
1746
1693
1632
1561
22
1446
1328
1199
1057
2005
1939
1865
1783
1691
2217
2127
2029
1923
1807
1528
1391
1245
1090
20
18
851
710
552
380
1252
1175
1083
975
1486
1454
1416
1370
1316
863
717
556
381
1365
1293
1208
1109
994
1593
1560
1523
1479
1427
24
818
690
542
376
1148
1089
1016
926
1319
1296
1269
1236
1197
833
699
547
378
1249
1194
1127
1046
949
1413
1390
1363
1332
1294
26
Ild
rota1 design load on column = cross-sectional area in square inches times Fc' value.
781
667
530
371
1048
1003
946
873
1171
1155
1135
1112
1083
799
678
536
374
1136
1095
1044
979
899
1255
1238
1219
1197
1169
28
741
642
517
366
953
919
875
817
1043
1031
1017
1000
979
762
655
524
369
1031
1000
961
911
846
1117
1106
1092
1075
1055
30
806
700
615
503
361
761
865
840
932
924
913
901
885
722
630
511
364
935
912
882
843
792
999
990
980
968
953
32
657
586
487
355
786
767
741
706
837
830
823
813
801
682
603
497
358
848
831
808
778
738
897
890
882
873
862
34
614
556
470
348
716
701
681
654
755
749
743
736
727
640
575
481
352
771
758
740
717
685
808
803
797
790
782
36
573
526
452
340
653
641
626
604
683
679
674
669
662
600
545
464
345
703
692
679
661
636
732
728
723
718
711
38
534
495
433
332
597
588
576
559
621
618
614
610
604
338
446
560
516
642
634
624
609
589
665
662
658
654
649
40
497
466
413
323
547
540
531
517
567
564
561
557
553
523
487
427
330
589
582
574
562
546
607
604
602
598
594
42
463
437
393
314
503
497
490
479
519
517
514
511
508
488
458
408
321
541
536
529
520
507
556
554
551
549
545
44
431
410
373
304
444
464
459
453
477
475
473
471
468
455
431
389
312
499
494
489
481
471
511
509
507
505
502
46
See instructions for use of tables on page 210. Obtain design values for E and F, from the NarionalDesignSpecificdonafor Wood Consirunion. Modify F, for different
load duration, if applicable (seepage 13). Calculate I/d where l=unsupported length of column in inches and d=applicable least actual dimension of column cross section.
Determine value of F,' from table.
UNIT AXIAL STRESSES SPACED COLUMNS, CONDITION ttatt l/d from 2 to 46
217(a)
- l/d from 2 to 46
800
600
400
200
1600
1200000 1400
1200
lo00
2600
2400
2200
2000
1800
-
799
600
400
200
1598
1398
1199
999
2594
2395
2196
1996
1797
799
600
400
200
1797
1598
1398
1199
999
1800
1600
1300000 1400
1200
loo0
800
600
400
200
2794
2594
2395
2196
1997
2
2800
2600
2400
2200
2000
E
-
798
599
399
200
1591
1393
1195
996
2575
2379
2182
1985
1788
798
599
399
200
1789
1591
1393
1195
997
2774
2577
2381
2184
1987
4
795
597
399
200
1579
1384
1188
992
2542
2351
2159
1966
1773
795
597
399
200
1775
1580
1385
1189
992
2738
2547
2355
2162
1969
6
791
595
398
199
1561
1370
1178
985
2493
2309
2124
1938
1750
791
595
398
199
1754
1564
1373
1180
986
2685
2502
2317
2131
1943
8
785
592
396
199
1537
1352
1165
976
2422
2250
2076
1898
1719
786
592
397
199
1726
1542
1356
1168
978
2609
2438
2263
2086
1907
10
778
588
395
199
1505
1328
1148
965
2325
2169
2010
1845
1677
780
589
395
199
1688
1513
1334
1153
968
2506
2350
2190
2027
1859
12
769
583
393
198
1463
1298
1127
950
2197
2063
1923
1776
1623
772
584
393
198
1639
1476
1307
1133
955
2369
2235
2095
1949
1797
14
758
577
390
198
1411
1259
1100
933
2038
1930
1814
1688
1554
762
579
391
198
1577
1429
1272
1109
939
2199
2091
1975
1850
1718
16
745
571
387
197
1347
1212
1067
911
1855
1774
1683
1582
1470
750
573
388
197
1501
1371
1230
1079
919
2003
1921
1831
1731
1621
18
730
563
384
196
1270
1156
1027
885
1662
1604
1537
1460
1372
736
566
386
197
1412
1302
1179
1044
896
1796
1737
1671
1595
1509
20
712
553
380
195
1184
1091
981
855
1474
1434
1387
1331
1264
720
557
382
196
1311
1223
1120
1002
868
1594
1553
1506
1452
1387
22
Ild
1098
1047
982
901
800
1244
1224
1201
1174
1140
26
691
542
376
194
1092
1019
928
819
1302
1274
1241
1201
1152
666
530
371
193
999
943
871
780
1149
1130
1107
1079
1043
701 . 679
548 536
378 374
195 194
1205
1136
1053
954
837
1408
1380
1348
1309
1262
24
Total design load on column = cross-sectional area in square inches times Fe' value.
639
516
366
192
909
866
811
736
1017
1004
987
967
941
655
524
369
193
996
958
908
844
761
1101
1087
1071
1051
1027
28
610
500
360
191
825
793
750
691
904
894
882
867
849
627
510
363
192
902
873
836
786
718
978
968
957
942
924
30
578
483
353
190
748
724
691
645
806
799
790
779
766
~
598
494
357
190
817
795
767
728
674
873
866
857
846
833
32
545
464
345
188
679
66 1
635
599
723
717
71 1
702
692
567
476
350
189
740
724
702
672
630
783
777
771
763
753
34
512
443
337
186
617
603
584
556
65 1
647
642
635
627
535
458
343
188
672
660
643
620
586
705
701
696
689
682
36
480
422
327
184
562
552
537
514
589
585
581
577
570
504
438
334
186
612
602
589
571
545
638
634
630
626
620
38
448
401
318
182
514
505
494
476
535
532
529
525
520
473
418
325
184
559
551
541
527
506
579
577
573
570
565
40
418
380
307
180
471
464
455
441
488
486
483
480
476
443
397
316
182
512
506
498
486
470
528
526
524
520
517
42
390
358
296
178
433
427
420
408
446
445
443
440
437
414
377
306
180
470
465
459
450
436
483
482
480
477
474
44
364
338
285
175
399
394
388
379
402
410
409
407
405
388
356
295
178
433
429
424
416
405
443
441
439
436
444
46
See instructions for use of tables on page 210. Obtain design values for E and Fc from the National Design Specifcation@for Wood Construction. Modify F, for different
load duration, if applicable(seepage 13). CalculateI/d where l=unsupported length of column in inches and d=applicable least actual dimension of column cross section.
Determine value of F,' from table.
UNIT AXIAL STRESSES - SPACED COLUMNS, CONDITION ''all
-
-
900000
1OOOOOO
1100000
E
800
600
400
200
1600
1400
1200
1000
-
1000
800
600
400
200
2000
1800
1600
1400
1200
-
800
600
400
200
1800
1600
1400
1200
1000
Fc+
-
1513
1334
1153
968
1547
1360
1171
980
787
593
397
199
1571
1378
1184
989
793
596
398
200
1588
1391
1193
995
797
598
399
200
1597
1398
1198
999
799
600
400
200
780
589
395
199
971
782
590
396
199
982
789
594
397
199
999
799
600
400
200
1875
1700
1522
1342
1158
990
794
596
398
200
1982
1786
1589
1391
1194
1996
1797
1597
1398
1198
784
591
396
199
790
594
397
199
996
797
598
399
200
797
599
399
200
799
600
400
200
1711
1530
1347
1162
974
1745
1557
1368
1176
984
10
1924
1739
1553
1364
1174
794
597
399
200
1787
1590
1392
1194
996
1797
1598
1398
1199
999
8
1959
1767
1574
1380
1186
1770
1577
1382
1187
991
4
2
6
770
583
393
198
1466
1300
1128
952
757
577
390
198
1406
1256
1097
931
939
762
579
391
198
1719
1578
1429
1273
1109
1808
1648
1482
1312
1137
957
773
585
394
198
766
581
392
198
1603
1448
1287
1119
945
14
776
587
394
199
1664
1495
1321
1143
961
12
742
569
387
197
1330
1200
1058
905
917
749
572
388
197
1608
1491
1363
1224
1075
754
575
389
197
1526
1389
1244
1089
925
16
723
559
383
196
1238
1131
1010
874
889
732
564
385
196
1478
1386
1282
1164
1033
739
567
386
197
1432
1317
1191
1052
901
18
701
547
378
195
1135
1052
953
836
856
713
554
381
195
1337
1269
1188
1094
983
722
559
383
196
1325
1233
1128
lo08
872
20
643
518
367
192
922
877
819
743
1027
966
888
792
674
534
373
194
774
663
528
371
193
1062
1028
986
932
862
678
536
374
194
609
500
360
191
573
479
351
189
736
713
682
637
824
792
749
690
535
457
342
188
658
641
618
585
625
564
475
350
189
675
599
494
357
191
726
632
5 12
364
192
589
489
355
190
792
772
746
710
660
30
745
733
717
696
667
621
506
362
191
883
856
820
773
708
28
836
820
798
769
730
942
918
888
848
796
651
522
368
193
983
946
898
836
755
26
I/d
1094
1042
978
898
799
24
817
689
542
376
194
1195
1147
1088
1015
926
702
548
378
195
1209
1140
1056
956
838
22
Total design load on column = cross-sectional a m in square inches times Fe' value.
497
433
332
185
590
578
561
536
576
528
453
341
187
666
657
645
630
608
555
469
347
188
712
698
678
651
612
32
460
409
321
183
531
522
509
490
530
492
430
331
185
598
591
582
570
554
520
448
339
187
642
631
617
596
566
34
425
384
309
181
480
473
463
448
487
457
407
320
183
539
534
527
518
505
486
427
329
185
581
573
561
546
522
36
392
360
297
178
435
429
422
410
447
424
384
309
181
488
484
479
472
462
453
404
319
183
528
521
512
500
482
38
362
336
284
175
396
391
385
376
411
393
360
297
178
443
440
436
431
423
422
382
308
181
481
475
468
459
444
40
335
314
270
172
362
358
353
346
379
364
338
285
175
399
394
388
402
405
392
360
297
178
439
435
430
422
411
42
310
293
257
168
331
329
325
319
350
338
317
272
172
371
368
366
362
357
365
339
285
175
403
400
395
389
380
44
287
273
243
165
305
302
299
294
324
314
297
259
169
340
339
337
334
329
340
318
273
173
371
368
364
359
352
46
See instructions for use of tables on page 210. Obtain design values for E and Fc from the National Design Specifcation@for Wood Construction. Modify Fc for differen1
load duration, if applicable (seepage 13). Calculate l/d where l=unsupported length of column in inches and d =applicable least actual dimension of column cross section.
Determine value of Fc' from table.
UNIT AXIAL STRESSES SPACED COLUMNS, CONDITION "a" I/d from 2 to 46
217(c)
-
-
46
713
712
709
707
705
702
698
694
689
683
675
666
654
638
615
677
675
673
670
667
663
659
654
647
639
628
613
Fc*
4000
3800
3600
3400
3200
3000
2800
!100000 2600
2400
2200
2000
1800
1600
1400
1200
3600
3400
3200
3000
2800
LOO0000 2600
2400
2200
2000
1800
1600
1400
600
593
584
572
616
613
610
605
625
623
621
619
626
619
609
595
577
648
645
642
637
633
658
656
655
653
650
48
434
433
432
431
430
429
427
425
423
420
417
412
465
464
463
462
460
459
457
455
452
449
498
497
496
495
493
491
489
487
484
480
474
468
536
535
533
532
530
528
522
518
514
508
499
571
568
565
562
557
551
544
534
578
576
575
573
525
542
537
530
521
508
438
444
443
440
436
430
422
473
469
464
458
449
506
501
496
488
477
582
576
568
557
541
557
555
553
550
546
452
451
449
448
446
600
598
595
591
587
484
482
480
478
476
58
518
517
5 15
512
509
56
456
456
455
454
453
54
489
488
487
486
485
564
563
562
560
559
52
524
523
522
521
520
608
607
606
604
602
50
397
395
391
387
403
402
401
399
406
406
405
404
416
413
409
405
398
424
422
421
420
418
427
427
426
425
425
60
373
371
368
365
378
377
376
375
381
381
380
379
391
388
385
381
376
398
397
396
394
393
401
400
400
399
398
62
351
349
347
344
356
355
354
353
358
358
357
357
368
366
363
360
355
374
373
372
371
370
377
376
376
375
375
64
331
330
327
325
335
334
334
333
337
337
336
336
347
345
343
340
336
352
351
351
350
348
355
354
354
353
353
66
313
311
310
307
316
316
315
314
318
318
317
317
328
326
324
321
318
332
332
331
330
329
335
334
334
333
333
68
280
279
278
276
266
265
264
262
252
252
250
249
255
254
254
253
268
268
267
267
283
282
282
281
299
298
298
297
296
295
293
291
256
256
255
255
270
269
269
269
284
284
284
283
265
264
262
261
258
267
267
267
266
265
269
269
268
268
268
283
283
283
282
282
282
28 1
28 1
280
279
76
74
301
300
300
299
297
297
296
296
295
299
299
298
298
298
72
279
278
276
274
272
310
309
307
305
301
314
3 14
3 13
312
311
316
316
315
315
315
70
294
292
29 1
289
286
lld
rota1 design load on column = cross-sectional area in square inches times Fc' value.
Determine value of Fc' from table.
240
239
238
237
242
242
241
241
243
243
243
242
252
251
250
248
246
254
254
253
253
252
255
255
255
255
254
78
228
228
227
226
230
230
230
229
231
231
231
231
240
239
238
236
235
242
242
241
241
240
243
243
243
242
242
80
S e e instructions for use of tables on page 210. Obtain design values for E and Fc from the National Design Specifcarion@for Wood Construction. Modify Fc for different
oad duration, if applicable(seepage 13). Calculatel/d where 1=unsupported length of column in inches and d=applicable least actual dimension of column cross section.
UNIT AXIAL STRESSES SPACED COLUMNS, CONDITION "a" I/d from 46 to 80
218
-
-
633
629
624
618
611
601
588
570
544
2600
2400
190000C 2200
2000
1800
1600
1400
1200
1000
602
598
594
589
582
574
562
547
523
487
2400
2200
1800000 2000
1800
1600
1400
1200
1000
800
-
611
609
607
605
3400
3200
3000
2800
2600
-
645
643
641
639
636
46
3600
3400
3200
3000
2800
E
523
510
491
461
553
549
545
540
533
564
562
560
558
556
559
548
533
511
585
581
577
573
566
595
593
592
590
587
48
433
412
426
418
407
389
455
488
477
461
436
446
443
441
438
435
431
476
473
470
467
462
512
509
506
501
496
453
447
438
426
468
466
464
46 1
458
474
473
472
47 1
470
54
449
448
447
446
445
485
478
467
452
503
501
498
495
490
510
509
508
506
505
52
483
482
48 1
479
478
521
520
518
517
515
520
511
499
481
542
539
536
532
526
550
549
547
546
544
50
399
392
383
368
413
412
409
407
403
419
418
417
416
415
424
419
411
401
437
435
433
43 1
428
442
44 1
440
439
438
56
374
369
361
348
386
385
383
381
378
391
390
390
389
388
397
393
387
378
408
407
405
403
40 I
413
412
41 1
41 1
410
58
351
347
340
329
362
361
359
357
355
366
366
365
364
363
373
369
364
356
383
381
380
378
376
387
386
385
385
384
60
331
327
321
311
340
339
337
336
334
343
343
342
342
341
351
348
343
337
359
358
357
355
353
363
362
361
361
360
62
312
308
303
295
320
319
318
316
314
323
322
322
321
321
33 1
328
324
318
338
337
336
334
333
341
340
340
339
339
64
294
291
287
280
301
300
299
298
296
304
304
303
303
302
312
310
306
301
318
317
316
315
314
321
320
320
320
319
66
278
276
272
266
284
284
283
282
280
287
286
286
285
285
295
293
290
285
300
300
299
298
296
303
302
302
301
301
68
263
261
258
252
269
268
267
266
265
271
271
270
270
269
279
277
275
271
284
283
282
282
280
286
286
285
285
284
70
Ild
Total design load on column = cross-sectional area in square inches times F,' value.
250
248
245
240
254
254
253
252
25 1
256
256
256
255
255
264
263
260
257
269
268
267
267
266
270
270
270
270
269
72
237
235
232
228
24 1
24 1
240
239
238
243
243
242
242
242
251
249
247
244
255
254
254
253
252
256
256
256
255
255
74
225
223
221
217
229
228
228
227
226
230
230
230
230
229
238
237
235
233
242
241
241
240
239
243
243
243
242
242
76
214
213
211
207
218
217
217
216
215
219
219
218
218
218
227
226
224
222
230
229
229
228
228
231
231
231
230
230
78
~
204
203
201
198
207
207
206
206
205
208
208
208
208
207
216
215
213
211
219
218
218
217
217
220
220
219
219
219
80
~~
~~
See instructions for use of tables on page 210. Obtain design values for E and F, from the Nurionul Design SpeciJicution'for Wood Consrrucrion. Modify F, for different
load duration, if applicable (seepage 13). Calculate l/d where 1=unsupported length of column in inches and d=applicable least actual dimension of column cross section.
Determine value of Fa' from table.
UNIT AXIAL STRESSES SPACED COLUMNS, CONDITION "a" I/d from 46 to 80
-
- l/d from 46 to 80
48
532
531
529
527
524
521
517
513
506
498
487
470
443
397
502
501
499
497
495
492
489
485
480
473
463
448
425
384
46
577
575
573
570
567
564
559
553
546
536
522
502
469
415
545
543
541
539
536
533
529
524
518
509
497
479
451
403
Fc+
3200
3000
2800
2600
2400
2200
2000
1700000 1800
1600
1400
1200
1000
800
600
3200
3000
2800
2600
2400
2200
2000
1600000 1800
1600
1400
1200
1000
800
600
366
400
432
419
440
456
453
450
446
464
463
462
460
458
455
441
418
379
483
480
476
471
464
492
491
489
487
485
50
400
399
398
397
396
394
392
390
387
383
377
369
355
330
424
421
418
415
410
403
393
377
348
398
388
372
344
404
418
415
413
409
424
423
422
421
419
54
430
429
428
427
425
425
413
395
362
449
446
443
438
433
456
455
454
452
451
52
365
363
361
358
355
390
388
386
383
379
331
325
316
298
344
343
341
339
336
368
366
364
362
358
353
346
335
314
326
325
325
324
323
348
348
347
346
345
373
372
371
370
369
311
306
298
283
322
321
320
318
315
329
323
314
296
342
340
338
336
333
346
345
345
344
343
60
350
343
332
312
373
365
351
328
369
369
368
367
366
58
395
395
394
393
391
56
293
289
282
269
276
273
266
255
285
284
282
281
279
287
287
286
286
285
306
305
305
304
303
303
301
300
298
296
292
288
281
268
302
301
299
298
295
305
304
304
303
303
64
310
305
297
282
321
320
318
316
314
324
324
323
323
322
62
261
258
252
243
268
267
266
265
263
270
270
270
269
269
276
272
266
255
284
283
282
281
279
287
287
286
286
285
66
247
244
239
231
253
252
251
250
249
255
255
254
254
254
261
258
252
243
268
267
266
265
264
271
270
270
270
269
68
Ild
234
231
227
220
239
238
238
237
235
241
241
240
240
240
247
244
240
231
254
253
252
251
249
256
255
255
255
254
70
221
219
216
209
226
226
225
224
223
228
228
227
227
227
235
232
228
220
240
239
239
238
236
242
242
241
241
241
72
210
208
205
199
215
214
213
213
212
216
216
216
215
215
223
220
217
210
228
227
226
225
224
229
229
229
228
228
74
200
198
195
190
204
203
203
202
201
205
205
205
204
204
212
210
206
201
216
216
215
214
213
218
217
217
217
216
76
190
188
186
181
194
193
193
192
191
195
195
194
194
194
201
200
197
192
205
205
204
204
203
207
207
206
206
206
78
181
180
177
173
184
184
183
183
182
185
185
185
185
184
192
190
188
183
195
195
195
194
193
197
196
196
196
196
80
See instructions for use of tables on page 210. Obtain design values for E and Fc from the National Design Specification"for Wood Construction. Modify Fc for different
load duration, if applicable(see page 13). Calculate I/d where 1=unsupported length of column in inches and d=applicable least actual dimension of column cross section.
Determine value of F,' from table.
UNIT AXIAL STRESSES SPACED COLUMNS, CONDITION ''a''
218(b)
-
-
499
494
489
481
471
455
431
389
312
477
475
473
471
468
464
459
453
444
431
410
373
304
2000
1800
1500000 1600
1400
1200
lo00
800
600
400
2800
2600
2400
2200
2000
1800
1400000 1600
1400
1200
1000
800
600
400
-
--
511
509
507
505
502
3000
2800
2600
2400
2200
E
46
F=*
--
402
385
354
294
429
425
420
413
439
438
436
434
432
425
405
370
302
461
457
453
446
438
471
469
468
466
464
48
375
361
335
283
397
394
390
384
406
405
404
402
400
398
381
351
292
427
424
420
415
408
435
434
433
431
429
50
349
337
316
271
372
358
333
282
350
339
317
272
369
367
363
358
328
318
300
261
344
342
338
334
350
349
348
347
346
369
367
364
361
356
396
394
391
387
381
377
376
374
373
371
375
374
373
372
371
54
404
403
401
400
398
52
308
299
284
251
321
319
316
313
289
282
269
240
300
298
296
293
305
304
303
302
301
307
299
284
250
327
317
299
261
326
326
325
324
322
322
321
319
316
312
326
326
325
324
323
58
344
343
340
337
333
350
349
348
347
346
56
271
265
254
230
281
280
278
275
285
285
284
283
282
289
282
269
240
302
300
299
297
293
306
305
304
304
303
60
256
250
241
220
263
261
259
264
268
267
266
266
265
272
266
255
230
283
282
281
279
276
287
286
286
285
284
62
228
224
217
201
234
233
232
230
248
247
246
244
241
236
228
210
237
236
236
235
235
243
238
230
211
251
250
249
248
246
254
253
253
252
252
66
251
251
251
250
249
257
252
242
220
266
265
264
263
260
269
269
268
268
267
64
215
212
206
192
221
220
219
217
223
223
223
222
222
230
226
218
202
237
236
235
234
232
239
239
238
238
238
68
204
201
195
183
209
208
207
206
211
211
210
210
209
218
214
208
193
224
223
222
221
220
226
226
225
225
224
70
Ild
Total design load on column = cross-sectional area in square inches times F; value.
193
191
186
175
198
197
196
195
199
199
199
199
198
206
203
198
185
212
211
211
210
208
214
213
213
213
212
72
183
181
177
168
187
187
186
185
189
189
189
188
188
196
193
188
177
201
200
200
199
198
203
202
202
202
201
74
174
172
169
160
178
177
177
176
179
179
179
179
178
186
184
179
170
191
190
190
189
188
192
192
192
191
191
76
166
164
161
153
169
169
168
167
170
170
170
170
169
177
175
171
163
181
181
180
180
179
183
182
182
182
182
78
158
156
154
147
161
160
160
159
162
162
162
162
161
169
167
164
156
173
172
172
171
170
174
173
173
173
173
80
See instructions for use of tables on page 210. Obtain design values for E and Fc from the National Design Specifcation@for Wood Comfrucrion.Modify F, for different
load duration, if applicable(see page 13). Calculate l/d where I=unsupported length of column in inches and d=applicable least actual dimension of column cross section.
Determine value of F,' from table.
UNIT AXIAL STRESSES SPACED COLUMNS, CONDITION I1a" Vd from 46 to 80
218(c)
- I/d from 46 to 80
-
800
600
400
200
1600
1200000 1400
1200
lo00
2600
2400
2200
2000
1800
--
364
338
285
175
399
394
388
379
410
409
407
405
402
388
356
295
178
433
429
424
416
405
1800
1600
1300000 1400
1200
1000
800
600
400
200
409
408
407
405
403
444
443
441
439
436
2800
2600
2400
2200
2000
340
319
273
173
369
365
360
352
378
377
375
373
371
363
337
284
175
400
397
393
386
377
48
E
46
%+
-
-
318
300
261
170
341
338
334
328
349
348
347
346
344
340
318
273
173
371
368
364
359
352
378
377
376
375
373
50
298
283
250
167
317
315
311
306
324
323
322
321
319
318
300
262
170
344
342
339
335
328
351
350
349
348
346
52
279
266
238
163
295
293
290
286
301
300
299
298
297
299
284
250
167
320
319
316
312
307
326
325
324
323
322
54
262
251
227
160
276
274
271
267
280
280
279
278
277
281
268
239
164
299
297
295
292
288
304
303
302
301
300
56
246
237
216
156
258
256
254
251
262
261
261
260
259
264
253
229
160
280
278
276
274
270
283
283
282
282
281
58
231
223
206
152
241
240
238
235
245
244
244
243
242
248
239
218
157
262
261
259
257
254
265
265
264
264
263
60
218
211
196
148
227
225
224
222
230
229
229
228
228
234
226
208
153
246
245
243
241
239
249
248
248
247
247
62
206
200
187
144
213
212
211
209
216
215
215
215
214
221
214
199
150
231
230
229
227
225
234
233
233
233
232
64
194
189
178
140
201
200
199
197
203
203
203
202
202
209
203
190
146
218
217
216
214
212
220
220
219
219
218
66
184
179
170
136
190
189
188
186
192
191
191
191
190
198
193
181
142
206
205
204
203
201
208
207
207
207
206
68
174
170
162
132
179
178
178
176
181
181
180
180
180
188
183
173
138
194
194
193
192
190
196
196
196
195
195
70
lid
Total design load on column = cross-sectional area in square inches times Fc' value.
165
162
154
128
170
169
168
167
171
171
171
170
170
178
174
165
134
184
183
183
182
180
185
185
185
185
184
72
157
154
147
124
161
160
159
158
162
162
162
162
161
169
165
158
130
174
174
173
172
171
176
176
175
175
175
74
149
146
141
120
153
152
151
150
154
154
154
153
153
161
158
151
126
165
165
164
164
162
167
167
166
166
166
76
142
139
134
116
145
145
144
143
146
146
146
146
145
153
150
144
122
157
157
156
156
155
158
158
158
158
158
78
135
133
128
112
138
138
137
136
139
139
139
139
138
146
143
138
118
150
149
149
148
147
151
150
150
150
150
80
See instructions for use of tables on page 210. Obtain design values for E and Fc from the National Design Specifcation@for Wood Construction. Modify Fc for different
load duration, if applicable (seepage 13). Calculate l/d where 1=unsupported length of column in inches and d=applicable least actual dimension of column cross section.
Determine value of Fc' from table.
UNIT AXIAL STRESSES - SPACED COLUMNS, CONDITION llall
218(d)
-
- l/d from 46 to 80
317
299
261
170
314
312
311
308
305
300
292
278
246
166
281
279
276
273
340
318
273
173
340
339
337
334
329
324
314
297
259
169
305
302
299
294
287
273
243
165
1800
1600
1400
1200
lo00
800
600
400
200
2000
1800
1600
1400
1200
lo00
800
600
400
200
1600
1400
1200
lo00
800
600
400
200
266
255
230
161
342
340
337
333
326
371
368
364
359
352
Ft+
48
46
?m
IOOOOOO
1 1 m
E
256
248
239
218
157
253
260
258
278
272
260
234
162
290
289
287
285
283
295
281
248
166
316
315
312
309
304
50
231
223
206
152
241
240
238
235
259
254
244
222
158
269
268
267
265
263
276
264
237
163
294
292
290
287
283
52
216
209
195
148
224
223
22 1
219
242
237
229
210
154
250
249
248
247
245
258
248
225
159
273
272
270
268
264
54
202
196
184
143
209
208
207
205
226
222
215
199
150
233
232
231
230
228
242
233
214
155
255
254
252
250
247
56
189
184
174
138
195
194
193
192
212
208
202
189
145
218
217
216
215
214
227
220
203
151
238
237
236
234
231
58
177
173
165
134
183
182
181
180
199
196
191
179
141
204
203
202
202
200
214
207
193
147
223
222
221
219
217
60
167
163
156
129
171
171
170
169
187
184
180
170
136
191
191
190
189
188
201
196
184
143
209
208
207
206
204
62
157
154
148
124
161
161
160
159
176
173
170
161
132
180
179
179
178
177
190
185
174
139
197
196
195
194
192
64
148
146
140
119
152
151
151
150
166
164
160
153
127
169
169
168
168
167
179
175
166
134
185
185
184
183
181
66
140
138
133
115
143
143
142
141
156
155
152
146
123
159
159
159
158
157
169
166
158
130
175
174
174
173
171
68
132
131
126
110
135
135
134
134
148
146
144
138
119
151
150
150
149
149
160
157
150
126
165
165
164
163
162
70
Ild
Tohl design load on column = cross-sectional area in square inches times Fc' value.
126
124
120
106
128
128
127
127
140
139
137
132
114
142
142
142
141
141
152
149
143
122
156
156
155
155
154
72
119
118
114
102
121
121
121
120
133
132
130
125
110
135
135
134
134
134
144
142
137
117
148
148
147
147
146
74
113
112
109
98
115
115
114
114
126
125
123
120
106
128
128
128
127
127
137
135
130
113
140
140
140
139
138
76
108
106
104
94
109
109
109
108
120
119
118
114
102
122
122
121
121
121
131
129
124
109
133
133
133
132
132
78
102
101
99
91
104
104
104
103
~~
114
113
112
109
98
116
116
115
115
115
105
124
123
119
127
127
126
126
125
80
See instructions for use of tables on page 210. Obtain design values for E and F, from the National Design SpeciJication"for Wood Construction. Modify F, for different
load duration, if applicable(seepage 13). Calculate l/d where l=unsupported length of column in inches andd=applicable least actual dimension of column cross section.
Determine value of F,' from table.
UNIT AXIAL STRESSES SPACED COLUMNS, CONDITION "a"
218(e)
-
1952
1762
1570
1377
1970
1776
1581
1386
1984
1787
1590
1392
1993
1794
1595
1396
1998
1799
1599
1399
2000
1800
1600
1400
2704
2518
2331
2142
2741
2549
2357
2164
2768
2572
2376
2180
2786
2588
2390
2191
2797
2597
2397
2198
2800
2OOOOOO 2600
2400
2200
3438
3256
3073
2889
3500
3312
3122
2932
3546
3352
3157
2963
3577
3379
3181
2984
3594
3395
3195
2996
3600
3400
3200
3000
1955
1764
1571
1378
1184
1972
1777
1582
1386
1190
1984
1787
1590
1392
1194
2895
2709
2522
2334
2145
3808
3628
3446
3264
3080
10
1993
1794
1596
1397
1198
1998
1799
1599
1399
1199
2000
1800
1600
1400
1200
3882
3694
3506
3316
3126
8
2935
2744
2552
2359
2166
3936
3743
3549
3354
3160
6
2965
2769
2573
2377
2181
3972
3775
3578
3380
3182
2985
2787
2588
2390
2192
3993
3794
3594
3395
3196
4
2996
2797
2597
2398
2198
4000
3800
3600
3400
3200
Fc+
-
2
3000
2800
2100000 2600
2400
2200
E
-
1930
1743
1556
1366
2657
2478
2297
2114
3354
3183
3009
2834
1933
1746
1558
1368
1177
2843
2664
2484
2302
2118
3708
3539
'3368
3194
3020
12
1901
1721
1538
1353
2595
2426
2253
2078
3245
3087
2926
2762
1906
1725
1541
1356
1168
2776
2607
2435
2261
2085
3578
3423
3266
3105
2942
14
1865
1693
1517
1337
2519
2361
2200
2034
3108
2967
2822
2672
1873
1698
1521
1341
1157
2691
2535
2375
2211
2044
3413
3277
3137
2992
2844
16
1822
1659
1491
1318
2425
2282
2134
1981
2939
2819
2693
2562
1832
1667
1497
1322
1144
2587
2447
2300
2149
1993
3212
3098
2978
2853
2723
18
1709
1570
1423
1269
2181
2076
1962
1840
2312
2187
2055
1916
1770
1618
1460
1295
2528
2452
2369
2279
1726
1584
1434
1276
1112
2320
2217
2107
1988
1861
2730
2661
2586
2504
2416
22
2743
2645
2541
2430
1784
1629
1468
1301
1129
2463
2341
2211
2075
1933
2981
2890
2793
2689
2580
20
lid
1585
1472
1349
1214
1068
1998
1933
1860
1778
1687
2232
2195
2154
2108
2056
26
1503
1406
1298
1176
1042
1834
1784
1727
1662
1588
2007
1980
1950
1916
1878
28
1415
1335
1241
1134
1012
1676
1638
1594
1544
1484
1804
1784
1762
1737
1709
30
1325
1259
1181
1088
979
1528
1500
1466
1427
1381
1624
1609
1593
1574
1553
32
1639
1515
1381
1238
2037
1951
1857
1752
1559
1452
1333
1202
1885
1818
1742
1656
1473
1382
1279
1162
1733
1681
1621
1552
1382
1307
1219
1117
1586
1546
1500
1446
1290
1229
1156
1069
1448
1418
1382
1340
2305 2087 1883 1697 1531
2248 2045 1852 1675 1515
2185 1998 1818 1649 1495
2115 1945 1778 1620 1473
1660
1532
1394
1247
1091
2163
2080
1988
1888
1779
2476
2425
2369
2307
2239
24
Total design load on column = cross-sectional area in square inches times Fc' value.
1199
1150
1090
1017
1321
1298
1271
1238
1384
1372
1357
1341
1236
1182
1117
1038
943
1393
1372
1346
1316
1279
1465
1455
1442
1428
1412
34
1111
1073
1024
964
1206
1189
1168
1142
1255
1245
1234
1221
1149
1106
1053
987
905
1271
1255
1235
1211
1183
1327
1318
1309
1298
1286
36
~~
1029
998
959
909
1103
1089
1073
1053
1141
1133
1125
1115
1066
1032
989
934
864
1162
1149
1134
1115
1093
1205
1198
1191
1183
1173
38
952
928
897
856
1011
loo0
987
971
1040
1035
1028
1020
988
961
926
882
823
1064
1054
1042
1027
1010
1098
1093
1087
1081
1073
40
881
862
837
804
928
920
909
897
952
947
942
936
916
895
867
830
781
977
969
959
948
934
1004
1000
995
990
984
42
817
801
781
754
855
848
839
829
874
870
866
861
850
833
810
780
739
899
893
885
876
864
921
918
914
910
905
44
758
745
729
707
789
783
776
768
804
801
798
794
790
776
757
732
699
830
824
818
811
801
848
845
842
838
834
46
See instructions for use of tables on page 210. Obtain design values for E and Fc from the National Design SpecQication"for Wood Construction. Modify Fc for different
load duration, if applicable (see page 13). Calculate l/d where 1=unsupported length of column in inches and d=applicable least actual dimension of column cross section.
Determine value of Fc' from table.
219
-
-
3394
3195
2996
2796
2597
2397
2198
1998
1798
1599
1399
1199
lo00
800
3400
3200
3000
2800
2600
2400
2200
1800000 2000
1800
1600
1400
1200
1000
800
1595
1396
1197
998
1599
1399
1199
1000
1600
1400
1200
1000
1396
1197
998
799
2388
2190
1992
1794
1595
3377
3179
2982
2784
2586
2587
2389
2191
1992
1794
2597
2397
2198
1998
1798
2600
2400
1900000 2200
2000
1800
1391
1193
995
797
2374
2178
1982
1785
1588
3346
3153
2958
2764
2569
1589
1392
1194
996
2571
2375
2179
1983
1786
3543
3349
3155
2961
2766
3575
3378
3180
2983
2785
6
4
3594
3395
3195
2996
2796
2
3600
3400
3200
3000
2800
E
-
3238
3058
2876
2693
2508
3301
3113
2924
2734
2543
1384
1188
992
795
1375
1181
987
792
2322
2135
1947
1757
1566
1568
1376
1182
988
1580
1385
1189
992
2352
2160
1967
1773
1579
2513
2327
2139
1950
1760
3428
3248
3066
2883
2699
10
2546
2354
2162.
1969
1775
3495
3307
3118
2928
2738
8
1362
1173
981
788
2284
2103
1921
1737
1550
3154
2984
2813
2638
2462
1553
1365
1174
982
2470
2291
2109
1925
1740
3339
3169
2998
2824
2648
12
1348
1162
974
784
2234
2063
1888
1711
1530
3045
2889
2731
2568
2403
1329
1149
965
778
2173
2012
1848
1679
1506
2906
2769
2627
2480
2329
1512
1333
1152
967
1535
1351
1164
975
1307
1134
955
772
2097
1950
1798
1640
1476
2738
2622
2500
2372
2238
1484
1313
1137
958
2261
2117
1966
1811
1650
2896
2781
2660
2533
2400
3075
2938
2797
2651
2501
2346
2187
2024
1857
1686
18
16
2415
2245
2071
1895
1716
3223
3067
2909
2747
2583
14
1281
1115
943
764
2006
1876
1738
1593
1441
2542
2450
2350
2243
2128
1451
1289
1120
946
2159
2032
1897
1755
1607
2689
2597
.2498
2392
2279
20
1251
1094
929
756
1901
1789
1668
1538
1399
2331
2260
2182
2097
2003
1412
1260
1100
933
2041
1933
1816
1690
1555
2464
2394
2317
2233
2141
22
1174 1128
1008
894 872
735 722
1215
1069
912
746
1040
1657
1583
1499
1403
1295
1783
1691
1588
1475
1350
1529
1472
1404
1326
1234
1716
1689
1657
1621
1578
1908
1870
1827
1778
1722
2116
2063
2005
1939
1865
1258
1146
1021
881
1631
1577
1514
1440
1355
1813
1786
1755
1719
1679
1315
1189
1051
900
1772
. 1701
1621
1531
1429
2016
1979
1936
1888
1834
28
1367
1227
1077
918
1910
1822
1723
1615
1496
2236
2184
2126
2062
1990
Ild
24
26
Total design load on column = cross-sectional area in square inches times F,' value.
1078
972
849
708
1404
1360
1307
1244
1168
1543
1523
1500
1473
1441
1195
1099
987
858
1495
1454
1404
1346
1277
1630
1610
1587
1561
1531
30
1024
932
822
692
1285
1252
1211
1161
1099
1390
1375
1358
1337
1314
1129
1047
950
834
1367
1335
1297
1251
1196
1468
1453
1436
1416
1394
32
968
890
793
675
1176
1150
1118
1079
1030
1255
1243
1230
1215
1197
1061
994
910
807
1249
1224
1195
1159
1116
1325
1314
1301
1286
1269
34
911
846
762
655
1075
1055
1031
1000
961
1136
1127
1117
1106
1092
994
938
867
777
1141
1122
1100
1072
1037
1200
1191
1181
1170
1157
36
854
801
729
635
985
969
950
926
895
1032
1025
1017
1008
998
928
883
824
746
1044
1030
1012
990
963
1090
1083
1075
1067
1056
38
800
756
695
612
903
891
876
857
832
941
935
929
922
914
865
829
780
713
957
946
932
915
893
993
988
982
975
967
40
765
757
748
735
719
698
669
627
565
747
711
661
589
789
786
782
777
772
751
727
693
647
810
803
794
783
769
833
830
826
821
816
44
830
821
809
793
774
860
856
851
845
839
806
776
736
680
879
870
859
846
828
908
904
899
894
887
42
540
652
628
593
707
700
692
682
669
716
712
720
726
723
699
680
653
613
748
742
735
726
714
767
764
761
757
753
46
See instructions for use of tables on page 210. Obtain design values for E and F, from the National Design Specification"for Wood Construction. Modify F, for different
load duration, if applicable (seepage 13). Calculate l/d where 1 =unsupported length of column in inches and d=applicable least actual dimension of columncross section.
Determine value of Fc' from table.
UNIT AXIAL STRESSES SPACED COLUMNS, CONDITION "b" Yd from 2 to 46
220
-
-
1193
995
797
598
3146
2953
2759
2565
2370
2175
1979
1783
1587
1390
1193
995
797
598
2190
1992
1793
1595
1396
1197
998
799
599
3177
2980
2782
2585
2387
2189
1991
1793
1594
1396
1197
998
799
599
2197
1998
1798
1599
1399
1199
999
800
600
3194
2995
2796
2596
2397
2197
1998
1798
1599
1399
1199
999
800
600
2200
2000
1800
1600
1400
I200
lo00
800
600
3200
3000
2800
2600
2400
2200
2000
1800
1600
1400
1200
1000
800
600
-
2177
1981
1784
1588
1391
3150
2956
2762
2567
2372
3178
2981
2783
2586
2388
3200
3000
2800
2600
2400
3195
2995
2796
2596
2397
-
6
Fc*
4
2
-
2131
1943
1755
1564
1373
2157
1965
1772
1578
1383
3038
2858
2678
2495
2312
2126
1940
1751
1562
1371
1179
986
791
595
3101
2913
2725
2536
2345
2154
1962
1770
1576
1382
1187
991
794
597
1180
986
791
595
3048
2868
2686
2502
2317
3107
2919
2730
2540
2349
1188
991
795
597
10
8
1169
979
787
593
1157
970
781
590
2043
1872
1698
1521
1340
2842
2689
2533
2373
2210
2953
2785
2615
2442
2267
2090
1910
1728
1544
1357
1160
972
783
590
2053
1881
1705
1526
1344
2097
1916
1732
1547
1360
1171
980
787
593
2867
2711
2552
2389
2223
14
2970
2800
2627
2453
2276
12
1142
960
775
586
1984
1825
1661
1492
1319
2701
2568
2430
2287
2138
1146
963
777
587
1999
1837
1670
1500
1325
2737
2600
2457
2309
2157
16
1124
949
768
582
1911
1767
1615
1458
1294
2531
2421
2304
2180
2049
1129
952
770
584
1932
1784
1629
1468
1301
2579
2463
2340
2211
2075
18
1103
934
759
578
1825
1697
1561
1416
1263
2336
2250
2156
2054
1944
1109
939
762
579
1852
1719
1578
1429
1273
2396
2303
2202
2094
1977
20
1049
899
738
567
1613
1524
1424
1311
1186
1724
1616
1497
1367
1228
1078
918
750
573
1922
1875
1822
1761
1692
1059
906
742
569
1654
1558
1451
1332
1202
1995
1943
1883
1816
1740
24
2129
2064
1992
1912
1823
1086
924
753
574
1759
1644
1519
1384
1240
2198
2126
2047
1960
1864
22
15421464
1375
1273
1158
1800
1762
1718
1667
1609
26
1377
1322
1256
1178
1086
978
852
710
552
1015
877
725
560
1547
1523
1495
1462
1423
994
863
717
556
1426
1365
1293
1208
1108
1620
1592
1559
1522
1478
28
1495
1425
1342
1247
1139
1726
1692
1653
1608
1556
1029
886
730
563
lid
Total design load on column = cross-sectional area in square inches times Fc' value.
936
825
694
544
1261
1219
1168
1106
1029
1388
1370
1349
1325
1296
955
837
701
548
1312
1265
1208
1138
1055
1457
1436
1412
1385
1352
30
891
794
675
534
1153
1121
1081
1032
970
1247
1234
1218
1200
1179
913
809
684
539
1203
1167
1122
1067
998
1312
1297
1279
1258
1233
32
844
761
655
524
1053
1028
998
959
909
1124
1114
1102
1089
1072
868
778
665
529
1102
1074
1039
996
940
1184
1173
1160
1144
1125
34
797
726
633
512
962
943
919
889
849
1016
1009
lo00
990
977
822
745
645
519
1009
988
961
926
881
1072
1064
1053
1041
1027
36
749
690
609
500
880
865
847
823
791
922
917
910
902
892
776
711
623
507
925
908
887
860
824
974
967
960
950
939
38
702
653
584
486
807
795
780
762
736
840
835
830
824
816
730
675
599
494
849
836
819
798
769
888
883
876
869
860
40
657
617
558
471
741
732
720
705
685
768
764
760
755
748
685
640
575
48 1
78 1
77 1
757
740
717
812
808
803
797
790
42
615
582
532
456
682
675
666
654
637
704
701
698
693
688
642
605
549
466
720
712
701
687
668
745
742
738
733
727
44
440
575
548
506
630
624
616
606
593
648
645
642
639
635
602
571
524
451
665
658
650
638
623
686
683
680
676
671
46
~
See instructions for use of tables on page 210. Obtain design values for E and Fc from the National Design Specijkation@for Wood Construction. Modify Fc for different
load duration, if applicable(see page 13). Calculatel/d where 1 =unsupported length of column in inches and d=applicable least actual dimension of column cross section.
Determine value of Fc' from table.
UNIT AXIAL STRESSES SPACED COLUMNS, CONDITION "b" I/d from 2 to 46
221
-
- l/d from 2 to 46
-
-
999
800
600
400
1798
1598
1399
1199
1800
1400000 1600
1400
1200
1000
800
600
400
2795
2596
2396
2197
1997
2800
2600
2400
2200
2000
-
999
800
600
400
997
798
599
400
1792
1593
1395
1196
2780
2582
2385
2188
1990
998
798
599
400
1990
1792
1594
1395
1197
1998
1798
1598
1399
1199
2000
1800
1500000 1600
1400
1200
1000
800
600
400
2978
2781
2584
2386
2188
4
2995
2795
2596
2397
2197
2
Fc*
-
3000
2800
2600
2400
2200
E
994
796
598
399
1781
1585
1389
1192
2753
2560
2366
2171
1976
995
797
598
399
1978
1782
1586
1389
1192
2950
2756
2562
2368
2173
6
990
793
596
398
1765
1573
1379
1185
2713
2526
2337
2147
1957
990
794
597
398
1960
1768
1575
1381
1186
2907
2719
2531
2342
2151
8
983
789
594
397
1744
1556
1367
1176
2658
2479
2298
2115
1930
985
790
595
398
1935
1748
1559
1369
1177
2848
2669
2488
2305
2121
10
976
785
591
396
1716
1535
1351
1164
2584
2416
2245
2071
1895
977
786
592
396
1903
1722
1540
1354
1167
2768
2600
2430
2257
2081
12
966
779
588
395
1681
1508
1331
1150
2486
2334
2177
2016
1850
968
780
589
395
1862
1690
1515
1336
1154
2664
2512
2355
2195
2030
14
954
771
584
393
1637
1474
1306
1132
2363
2230
2091
1946
1794
958
773
585
394
1811
1650
1484
1313
1137
2532
2399
2261
2116
1966
16
940
763
580
391
1583
1433
1275
1111
2214
2104
1986
1859
1725
945
766
581
392
1748
1600
1446
1285
1118
2373
2262
2145
2020
1887
18
923
753
574
389
1518
1383
1239
1086
2044
1957
1862
1757
1642
929
756
576
390
1672
1541
1401
1252
1095
2190
2104
2009
1906
1793
20
904
741
568
387
1442
1325
1196
1056
1863
1798
1724
1641
1547
912
746
571
387
1584
1471
1348
1213
1068
1996
1931
1858
1777
1685
22
881
727
561
384
1357
1259
1147
1021
1682
1634
1579
1516
1442
891
733
564
385
1486
1392
1287
1168
1036
1802
1755
1701
1639
1567
24
Total design load on column = cross-sectional area in square inches times Fc' value.
855
712
553
380
1265
1186
1092
982
1510
1476
1436
1389
1332
867
719
557
382
1381
1306
1219
1117
lo00
1618
1584
1545
1499
1445
26
826
694
544
377
1171
1108
1031
938
1354
1329
1300
1265
1223
840
703
549
379
1274
1216
1145
1060
959
1450
1426
1397
1363
1323
28
793
675
534
373
1078
1029
967
890
1214
1196
1175
1149
1117
810
685
539
375
1170
1125
1069
lo00
914
1301
1283
1262
1237
1207
30
~
757
653
523
368
989
951
903
839
1091
1078
1062
1043
1019
777
665
529
371
1071
1037
993
938
867
1169
1156
1140
1122
1099
32
~~
720
629
510
364
906
877
839
788
983
973
961
947
929
742
643
518
366
980
953
919
876
818
1054
1044
1032
1018
1001
'34
681
603
496
358
830
808
778
737
889
882
873
861
848
705
619
505
362
896
876
849
815
768
953
945
936
925
912
36
642
576
481
352
761
743
720
688
807
801
794
785
775
667
594
49 1
356
821
805
784
757
719
865
859
852
843
833
38
604
548
465
346
699
685
666
641
735
730
725
718
709
630
567
476
350
753
740
724
702
672
788
783
777
771
763
40
566
520
449
339
643
632
617
596
672
668
664
658
651
593
540
461
344
692
682
669
652
628
720
716
712
706
700
42
531
493
431
331
593
584
572
555
616
613
609
605
600
557
513
444
337
638
630
619
605
586
660
657
653
649
644
44
497
466
413
323
548
540
531
517
567
564
561
558
553
523
487
427
330
589
582
574
562
547
607
605
602
598
594
46
See instructions for use of tables on page 210. Obtain design values for E and Fc from the National Design Specfication"for Wood Construction. Modify Fc for different
load duration, if applicable (seepage 13). Calculate I/d where 1=unsupported length of column in inches and d=applicable least actual dimension of column cross section.
Determine value of Fe' from table.
UNIT AXIAL STRESSES SPACED COLUMNS, CONDITION 'lb"
221(a)
-
-
1598
1399
1199
999
800
600
400
200
800
600
400
200
400
200
400
200
1600
1400
1200
1000
1791
1593
1395
1196
997
1798
1598
1399
1199
999
1800
1600
1400
1200
1000
1568
1376
1182
988
1582
1387
1190
993
796
598
399
200
1592
1394
1196
997
798
599
200
400
2455
2278
2099
1917
1734
2512
2326
2138
1949
1759
2553
2360
2166
1972
1778
792
596
398
200
788
,593
397
199
1548
1361
1171
980
--
789
594
397
199
793
596
398
200
1739
1552
1364
1174
982
2645
2468
2289
2107
1924
10
796
598
399
200
2706
2519
2332
2143
1953
8
1762
1570
1378
1184
989
2749
2556
2363
2169
1974
6
1779
1584
1388
1191
994
2778
2581
2384
2187
1989
2795
2595
2396
2197
1997
2800
2600
2400
2200
2000
4
2
Fc*
I
782
590
396
199
1522
1342
1158
971
2379
2214
2046
1875
1700
783
591
396
199
1709
1529
1347
1161
973
2564
2399
2231
2060
1886
12
1449
1287
1119
945
766
581
392
198
775
586
394
199
2152
2026
1892
1751
1603
769
583
393
198
1622
1462
1297
1126
950
2321
2195
2061
1921
1775
16
1490
1317
1140
960
2279
2131
1978
1820
1657
777
587
394
199
1670
1499
1324
1146
963
2456
2309
2156
1999
1837
14
756
576
390
198
1398
1250
1093
928
2000
1898
1787
1667
1537
760
578
391
198
1562
1417
1264
1103
935
2159
2056
1946
1826
1698
18
743
570
387
197
1337
1206
1062
908
1830
1752
1665
1567
1458
749
572
388
197
1490
1362
1224
1075
916
1976
1898
1811
1714
1608
20
713
554
381
195
1188
1094
983
856
1267
1153
1026
884
729
562
384
196
1482
1441
1393
1337
1269
721
558
382
196
1316
1226
1123
1004
870
1602
1562
1514
1458
1393
24
1654
1597
1531
1455
1367
736
565
385
197
1408
1299
1177
1042
895
1787
1730
1664
1590
1504
22
Ild
Total design load on column = cross-sectional area in square inches times Fc' value.
694
544
377
195
1105
1028
936
824
1323
1294
1260
1218
1167
704
549
379
195
1219
1148
1062
960
841
1431
1402
1368
1327
1278
26
672
533
372
194
1019
960
884
789
1181
1160
1135
1105
1067
684
539
375
194
1122
1066
998
913
809
1278
1257
1232
1202
1166
28
~~
~
648
520
368
193
936
890
829
750
1056
1041
1022
1000
972
622
506
362
192
857
821
774
709
946
935
922
905
884
638
515
366
192
938
906
864
809
735
1024
1013
1000
984
963
32
593
491
356
190
784
756
719
667
85 1
843
833
820
804
612
501
360
191
857
832
799
755
695
922
913
903
891
876
34
--
662
528
370
193
1027
985
931
861
773
1142
1127
1109
1087
1061
30
~
564
475
350
189
717
696
667
625
769
762
755
745
733
534
457
342
187
657
640
617
584
697
692
686
678
669
556
470
348
189
716
701
681
654
614
755
750
744
736
727
38
504
438
334
186
602
589
571
545
634
630
625
619
612
527
453
341
187
656
644
629
607
575
687
683
678
672
665
474
419
326
184
554
543
529
508
579
576
572
567
561
498
435
333
186
603
593
581
563
538
627
624
620
615
610
42
446
399
317
182
510,
502
490
473
531
528
525
521
516
470
416
325
184
555
547
537
523
503
575
572
569
565
561
44
_ _ _ _ _
40
--
5 85
486
354
190
782
763
738
703
655
832
826
818
809
797
36
419
380
307
180
471
464
455
441
488
486
483
480
476
443
397
3 16
182
512
506
498
487
470
528
526
524
521
517
46
See instructions for use of tables on page 210. Obtain design values for E and Fc from the National Design SpeciJication"for Wood Construction. Modify Fc for different
load duration, if applicable(seepage 13). Calculate l/d where I=unsupportedlength of column in inches andd=applicable least actual dimension of columncross section.
Determine value of Fc' from table.
UNIT AXIAL STRESSES SPACED COLUMNS, CONDITION "b" l/d from 2 to 46
221(b)
-
-
~___
~~~
~____
1576
1382
1187
991
996
798
599
399
200
1590
1392
1194
996
999
799
600
400
200
1597
1398
1199
999
799
600
400
200
lo00
800
600
400
200
1600
1400
1200
1000
800
600
400
200
-
-
797
599
399
200
992
795
597
399
200
1985
1788
1591
1393
1195
1996
1797
1598
1398
1199
2000
1800
1600
1400
1200
-
798
599
399
200
799
600
400
200
800
600
400
200
794
597
399
200
1966
1773
1579
1384
1188
795
597
399
200
1775
1581
1385
1189
993
1789
1592
1394
1195
997
1797
1598
1398
1199
999
1800
1600
1400
1200
1000
6
4
F+
2
c
-
1898
1719
1537
1352
1165
976
785
592
396
199
1529
1346
1161
973
783
591
396
199
985
791
595
398
199
1556
1367
1176
983
789
594
397
199
786
592
397
199
1727
1543
1357
1169
979
10
1938
1750
1561
1370
1178
791
595
398
199
1755
1565
1373
1180
987
8
775
586
394
199
1492
1319
1142
960
965
778
588
395
199
1845
1677
1505
1328
1148
780
589
395
199
1690
1514
1336
1153
968
12
765
581
392
198
1445
1284
1117
944
950
769
583
393
198
1776
1623
1463
1298
1127
393
198
772
585
1642
1478
1309
1134
955
14
753
575
389
197
1385
1240
1086
924
933
758
577
390
198
1688
1554
1411
1259
1100
763
580
391
198
1581
1432
1275
1111
940
16
738
567
386
197
1311
1186
1049
899
911
745
571
387
197
1582
1470
1347
1212
1067
751
573
389
197
1507
1375
1233
1081
921
18
382
196
558
720
1225
1122
1003
869
885
730
563
384
196
1460
1372
1270
1156
1027
737
566
386
197
1419
1307
1183
1047
898
20
24
26
Ild
28
700
547
378
195
1130
1048
950
834
855
712
553
380
195
1331
1264
1184
1091
981
382
196
558
721
675
534
373
194
1032
970
891
794
819
691
542
376
194
1201
1152
1092
1019
928
703
549
379
195
648
520
367
193
935
889
829
750
780
666
530
371
193
1079
1043
999
943
871
681
538
374
194
617
504
361
191
844
810
765
702
736
639
516
366
192
967
941
909
866
811
657
525
369
193
1320 1215 1109 1007
1229 1144 1055 967
1125 1059 989 916
1006 958
906 850
871 840 804 765
22
Total design load on column = cross-sectional area in square inches times 9' value.
584
486
354
190
762
736
702
653
691
610
500
360
191
867
849
825
793
750
631
511
364
192
912
883
844
792
723
30
559
515
445
337
186
550
466
346
188
588
622
608
599
545
464
345
188
702
692
679
661
635
571
479
351
189
749
733
710
679
635
34
687
669
643
605
645
578
483
353
190
779
766
748
724
691
602
496
358
191
826
804
775
735
679
32
480
423
328
185
564
553
538
515
556
512
443
337
186
635
627
617
603
584
540
460
344
188
681
668
651
627
592
36
447
400
317
182
513
504
492
475
514
480
422
327
184
577
570
562
552
537
508
441
336
186
620
610
597
578
551
38
416
378
306
180
461
452
438
468
476
448
401
318
182
525
520
514
505
494
477
421
327
184
567
559
548
533
512
40
387
356
295
178
428
423
415
404
441
418
380
307
180
480
476
471
464
455
448
400
317
182
493
475
504
519
513
42
360
334
283
175
393
389
383
374
408
390
358
296
178
440
437
433
427
420
419
380
307
180
477
472
465
456
442
44
335
3 14
270
172
362
358
353
346
379
364
338
285
175
405
402
399
394
388
392
360
297
178
439
435
430
422
411
46
See instructions for use of tables on page 210. Obtain design values for E and Fc from the National Design Spec$cation@for Wood Construction. Modify Fc for differen1
load duration, if applicable (see page 13). Calculate l/d where 1=unsupported length of column in inches and d=applicable least actual dimension of column cross section.
Determine value of Fc' from table.
UNIT AXIAL STRESSES SPACED COLUMNS. CONDITION "b" I/d from 2 to 46
221 (c)
789
783
776
768
758
745
729
707
2800
2000000 2600
2400
2200
2000
1800
1600
1400
705
694
681
662
730
725
720
713
656
647
636
621
677
673
668
663
688
685
683
680
804
801
798
794
3600
3400
3200
3000
1200
743
740
737
734
639
631
620
606
587
685
675
662
646
622
735
723
708
688
659
790
776
757
732
699
2000
1800
1600
1400
662
658
655
651
645
712
708
704
699
692
768
763
758
752
744
830
824
818
811
801
3000
2800
2100000 2600
2400
2200
612
605
595
583
572
565
558
547
502
497
491
484
535
530
523
514
518
517
515
514
512
510
508
505
586
584
580
576
629
626
622
617
,
525
520
513
505
493
538
536
534
532
528
545
544
543
541
540
58
547
545
542
539
554
553
551
549
594
592
591
589
638
636
634
632
575
573
571
568
564
583
582
580
579
577
56
559
554
546
536
522
616
614
611
607
603
625
624
622
620
619
54
597
590
582
570
553
672
670
668
666
664
724
722
720
718
715
782
780
777
775
771
848
845
842
838
834
52
4000
3800
3600
3400
3200
50
48
46
F=*
E
471
467
462
456
480
478
476
474
485
484
483
482
493
489
483
476
466
505
503
501
499
496
510
509
508
507
506
60
443
440
436
430
451
449
448
446
417
415
411
406
424
423
421
420
394
391
388
384
400
399
397
396
403
402
402
401
428
427
426
425
455
454
453
452
412
410
406
402
395
437
434
430
424
417
464
460
455
449
441
420
419
418
416
415
424
423
423
422
421
66
446
445
443
442
439
450
449
449
448
447
64
474
472
471
469
467
479
478
477
476
475
62
372
370
367
364
378
377
375
374
380
380
379
378
390
387
384
380
375
397
396
395
393
392
400
399
399
398
397
68
357
356
355
354
359
359
358
358
369
367
364
361
356
375
374
373
372
371
378
377
377
376
376
70
352
350
348
345
l/d
Total design load on column = cross-sectionalarea in square inches times F,' value.
334
332
330
327
338
337
336
335
340
340
339
339
350
348
346
342
338
355
354
353
352
351
358
357
357
356
356
72
317
315
313
311
320
320
319
318
322
322
322
321
332
330
328
325
322
337
336
335
334
333
339
339
338
338
337
76
301
300
298
296
304
304
303
302
306
306
305
305
315
314
312
310
306
320
319
318
318
317
322
321
321
321
320
76
286
285
284
282
289
289
288
287
291
290
290
290
300
299
297
295
292
304
303
303
302
301
306
305
305
305
304
78
273
272
270
269
275
275
274
273
277
276
276
276
286
285
283
281
278
289
289
288
287
287
291
291
290
290
290
80
See instructions for use of tables on page 210. Obtain design values for E and F, from the National Design SpeciJcnrion@
for Wood Construction. Modify Fc for different
load duration, if applicable (seepage 13). Calculatelld where 1=unsupported length of column in inches and d=applicable least actual dimension of column cross section.
Determine value of F,' from table.
I UNIT AXIAL STRESSES - SPACED COLUMNS, CONDITION "b" - I/d from 46 to 80
222
-
~
~
46
767
764
761
757
753
748
742
735
726
714
3600
3400
3200
3000
2800
2600
2400
1900000 2200
2000
1800
1600
1400
1200
1000
609
596
577
550
620
618
616
614
611
607
603
597
590
582
570
553
529
491
652
636
614
581
670
668
665
662
658
654
649
642
634
624
609
589
560
516
699
680
653
613
726
723
720
716
712
707
700
692
682
669
652
628
593
540
3400
3200
3000
2800
2600
2400
2200
1800000 2000
I800
1600
I400
1200
1000
Boo
642
638
633
627
619
692
687
68I
674
664
50
655
653
65 1
648
645
48
708
705
703
700
696
E
Fc+
L
43 1
429
427
424
420
415
408
398
381
460
458
455
45 1
447
441
433
421
401
491
489
485
481
476
469
460
445
422
526
523
519
514
508
500
488
471
564
561
556
551
543
533
520
499
468
444
437
436
435
434
433
467
466
465
463
462
499
498
497
495
493
536
534
533
531
529
576
574
572
570
567
416
411
404
394
441
436
428
416
469
463
453
439
500
492
481
465
428
426
425
422
419
456
454
452
449
446
533
524
511
491
569
558
543
520
597
593
589
584
578
39 1
385
376
362
405
403
40 1
399
395
408
406
409
410
409
433
432
431
430
429
461
461
460
458
457
493
492
491
489
488
486
484
481
478
474
527
526
525
523
521
565
564
562
561
559
62
60
58
519
517
514
510
506
56
54
556
553
550
546
540
608
606
604
602
600
52
321
320
319
317
315
343
342
342
341
340
339
338
337
335
333
359
358
356
355
352
349
344
338
327
381
380
378
376
373
369
364
356
344
386
385
384
383
382
330
326
320
311
324
323
323
322
322
350
347
342
336
370
367
36 1
354
363
363
362
361
360
332
329
325
319
358
357
356
355
353
380
378
377
375
373
403
40 1
400
398
395
392
388
382
373
339
338
337
335
334
362
361
361
360
359
383
383
382
38 1
381
313
309
304
296
342
341
341
340
340
~~~
407
406
406
405
404
Ild
70
68
66
64
282
279
275
269
268
265
262
256
273
273
272
271
270
288
287
286
285
284
304
303
302
300
299
297
293
289
282
276
275
275
275
274
~~
247
247
246
245
244
260
259
259
258
256
255' 243
253 241
250 238
245 234
249
249
249
248
248
257
256
254
250
26 1
26 1
260
259
259
263
263
262
262
262
80
262
262
261
261
260
270
268
266
262
275
274
273
272
27 1
289
288
287
286
285
284
282
279
275
276
276
276
275
275
78
29 1
29 1
290
290
289
76
290
290
290
289
289
~
299
296
293
289
304
303
303
302
300
307
306
306
305
305
74
306
306
306
305
304
314
312
309
303
321
320
319
318
316
323
323
323
322
322
72
~~~~
~
~~~
See instructions for use of tables on page 210. Obtain design values for E and F, from the National Design Spec@cation@
for Wood Construcrion. Modify F, for differeni
load duration, if applicable (seepage 13). Calculate l/d where 1 =unsupported length of column in inches and d=applicable least actual dimensionof column cross section,
Determine value of Fc' from table.
UNIT AXIAL STRESSES SPACED COLUMNS, CONDITION "b" - Vd from 46 to 80
222(a)
-
-
Fc*
630
624
616
606
593
575
548
506
440
1200
1000
800
600
415
404
387
356
442
429
409
372
472
456
431
389
503
485
456
406
538
437
435
432
428
423
468
466
462
457
451
503
499
495
489
482
541
537
531
525
516
480
423
515
587
583
518
572
564
553
544
445
444
443
441
439
477
476
474
473
471
390
381
366
340
409
407
405
401
397
416
415
414
413
411
360
359
357
354
351
346
340
329
309
368
360
347
324
365
365
364
363
362
384
382
380
377
373
389
388
388
387
385
366
358
345
323
388
379
364
338
412
401
384
353
438
425
405
369
466
451
427
386
446
496
478
450
402
382
380
378
375
371
407
404
402
399
394
434
431
428
424
419
463
460
457
452
496
493
488
483
476
327
321
312
295
339
338
336
334
331
343
343
342
341
340
309
304
296
281
320
319
317
315
313
323
323
322
322
321
327
321
312
294
346
339
328
308
293
288
281
268
302
301
299
298
296
305
305
304
303
303
309
304
296
281
320
319
317
315
313
324
323
322
322
321
343
342
342
341
340
339
338
336
334
331
68
66
359
358
356
353
350
364
364
363
362
361
387
387
386
385
383
413
412
411
410
408
441
440
439
437
436
64
62
60
58
532
528
523
517
508
513
512
510
508
506
590
529
507
474
419
572
567
561
553
543
56
472
470
469
467
465
544
542
540
538
535
586
584
582
579
576
54
506
504
503
501
499
52
50
553
551
549
547
598
596
593
564
538
499
435
602
571
524
451
2200
2000
,600000 1800
1600
1400
I
~~
616
610
603
594
581
633
631
628
625
621
686
683
680
676
671
665
658
650
638
623
48
~
46
648
645
642
639
635
I
i
3200
3000
2800
2600
2400
2200
2000
1700000 1800
1600
1400
II
Ild
rota1 design load on column = cross-sectional area in square inches times Fc' value.
270
269
268
267
265
263
260
254
244
277
273
267
256
278
274
268
257
293
289
282
269
285
284
283
282
280
287
286
284
283
281
303
302
300
299
296
273
272
272
271
271
289
289
289
288
287
306
305
305
304
303
288
288
287
287
286
72
70
250
247
242
233
256
255
255
253
252
258
258
258
257
257
226
224
220
213
231
231
230
229
228
243
243
242
241
239
238
235
231
223
233
233
232
232
232
245
245
245
244
244
240
237
232
225
252
248
244
235
264
261
255
245
245
245
244
243
241
258
257
256
255
254
272
271
270
269
267
247
247
247
246
246
78
260
260
260
259
259
76
274
274
273
273
272
74
216
213
210
204
220
220
219
218
217
222
221
221
221
221
228
226
222
215
234
233
232
231
230
235
235
235
234
234
80
See instructions for use of tables on page 210. Obtain design values for E and F, from the National Design SpeciJication@
for Wood Construction. Modify Fc for different
load duration, if applicable (seepage 13). Calculate I/d where I=unsupported length of column in inches and d=applicable least actual dimension of column cross section.
Determine value of Fc' from table.
LJNIT AXIAL STRESSES SPACED COLUMNS, CONDITION "b" l/d from 46 to 80
-
548
540
531
517
497
466
413
323
1800
1400
1200
1000
800
600
400
1400000 1600
567
564
561
558
553
2800
2600
2400
2200
2000
395
315
466
440
507
501
493
482
523
521
518
515
512
491
461
410
322
523
487
427
330
560
558
556
553
549
1000
800
600
400
3000
2800
2600
2400
2200
545
540
533
523
510
607
605
602
598
594
F,*
48
589
582
574
562
547
.
46
2000
1800
1500000 1600
1400
1200
E
436
415
377
306
471
466
459
450
484
482
480
478
474
461
436
392
313
506
501
496
488
477
409
391
359
296
438
434
428
421
449
447
446
444
441
433
412
375
305
470
467
462
455
446
481
479
478
476
473
52
384
369
342
287
408
405
400
394
417
416
415
413
411
407
389
358
296
438
435
431
426
418
447
446
445
443
441
54
361
348
325
277
381
378
374
369
389
388
387
385
384
383
368
341
286
409
407
403
399
392
417
416
415
413
412
56
340
329
309
267
357
354
351
346
364
363
362
360
359
361
348
325
277
383
381
378
374
369
390
389
388
386
385
58
320
311
294
257
335
333
330
326
341
340
339
338
336
340
329
309
267
359
357
355
351
347
365
364
363
362
361
60
302
294
279
247
314
313
310
307
320
319
318
317
316
321
311
294
258
337
336
334
331
327
342
342
341
340
339
62
285
278
265
238
296
294
292
289
300
300
299
298
297
303
295
280
248
318
316
314
312
308
322
321
321
320
319
64
269
263
253
228
279
278
276
273
283
282
282
281
280
287
280
267
239
299
298
296
294
291
303
303
302
301
300
66
240
219
250
255
263
262
261
258
267
266
266
265
264
272
266
254
230
283
282
280
278
276
286
285
285
284
284
68
= cross-sectional area in square inches times Fc' value.
518
517
515
512
509
50
Total design load on column
242
237
229
210
249
248
247
245
252
252
251
251
250
258
252
243
221
267
266
265
263
261
270
270
269
269
268
70
229
225
218
202
236
235
234
232
239
238
238
237
237
245
240
231
212
253
252
251
250
248
256
255
255
254
254
72
218
214
208
194
224
223
222
220
226
226
225
225
224
232
228
221
204
240
239
238
237
235
242
242
242
241
241
74
207
204
199
186
212
212
211
209
215
214
214
214
213
221
217
211
196
228
227
226
225
223
230
230
229
229
228
76
197
195
190
178
202
201
200
199
204
204
203
203
203
211
207
202
188
217
216
215
214
213
218
218
218
218
217
78
188
186
181
171
192
192
191
190
194
194
193
193
193
201
198
193
181
206
206
205
204
203
208
208
207
207
207
80
~
~~
See instructions for use of tables on page 210. Obtain design values for E and FEfrom the National Design Spec$cation@for Wood Construction. Modify F, for different
load duration, if applicable (seepage 13). Calculate I/d where l=unsupported length of column in inches and d=applicable least actual dimension of column cross section.
Determine value of Fc' from table.
UNIT AXIAL STRESSES - SPACED COLUMNS, CONDITION "b" Vd from 46 to 80
222(c)
-
-
..
222(d)
528
526
524
521
517
512
506
498
487
470
Fc*
-
2800
2600
2400
2200
2000
1800
1600
1300000 1400
1200
1000
488
486
483
480
476
471
464
455
441
2600
2400
2200
2000
1800
1600
1200000 1400
1200
lo00
417
318
307
180
474
469
462
453
439
487
486
483
481
478
48
392
360
297
178
440
435
430
422
411
451
449
447
445
443
50
369
342
287
176
409
405
401
394
385
418
417
415
414
411
52
348
325
277
174
381
378
374
369
361
389
388
386
385
383
54
800
600
400
200
419
380
307
180
393
360
297
178
436
431
423
411
450
448
446
443
440
369
342
287
176
394
384
400
405
416
415
413
41 1
408
346
324
276
173
376
372
367
359
386
385
383
381
379
326
306
266
171
351
347
343
336
359
358
357
355
353
306
290
255
168
328
325
321
315
335
334
333
331
330
328
308
267
171
356
353
350
345
338
362
361
360
359
358
56
~~
289
275
244
165
307
304
301
296
313
312
311
3 10
308
272
260
234
162
287
285
283
278
293
292
29 1
290
289
292
277
246
166
312
310
308
304
299
317
316
315
315
313
60
257
247
224
159
270
268
266
262
274
274
273
272
27 1
275
263
236
163
293
291
289
286
282
297
297
296
295
294
62
243
234
214
155
254
253
250
247
258
257
257
256
255
260
250
227
160
276
274
272
270
266
279
279
278
278
277
64
229
222
205
152
240
238
236
234
243
242
242
24 1
24 1
247
237
217
156
260
259
257
255
252
263
263
262
262
261
66
-----
309
292
256
168
333
331
328
324
318
338
338
337
336
334
58
217
211
196
148
226
225
223
221
229
229
228
228
227
234
226
208
153
245
244
243
241
238
248
248
247
247
246
68
206
200
187
145
214
213
211
209
216
216
216
215
215
196
191
179
141
202
202
200
199
205
205
204
204
203
21 1
205
191
146
220
219
218
216
214
222
222
221
221
220
72
-
232
231
230
228
226
234
234
234
233
233
~~
70
222
215
199
150
lid
= cross-sectional area in square inches times Fc' value.
-- ----
443
397
316
182
800
600
400
200
E
46
Total design load on column
186
181
171
137
192
191
190
188
194
194
193
193
193
177
173
164
133
182
182
181
179
184
184
184
183
183
191
186
175
139
198
197
196
195
193
200
199
199
199
198
76
169
165
157
130
173
173
172
171
175
175
175
174
174
182
177
168
135
188
187
187
186
184
190
189
189
189
188
78
--
200
195
183
143
208
207
207
205
203
210
210
210
209
209
74
161
158
151
126
165
164
164
162
166
166
166
166
165
173
169
161
132
179
178
178
177
175
180
180
180
180
179
80
See instructions for use of tables on page 210. Obtain design values for E and Fc from the National Design Specijhfion@
for Wood Construcrion. Modify Fc for different
load duration, if applicable(see page 13). Calculate l/d where 1=unsupported length of column in inches and d=applicable least actual dimension of column cross section.
Determine value of Fc' from table.
UNIT AXIAL STRESSES SPACED COLUMNS, CONDITION "b" Yd from 46 to 80
..
-
-
IOOOOOO
1 1 m
E
287
285
282
278
272
260
234
162
328
318
300
26 1
170
309
307
303
299
291
277
246
165
352
340
319
273
173
334
33 1
327
321
200
400
800
600
1600
1400
1200
lo00
335
314
270
172
346
362
358
346
344
341
338
334
373
371
369
365
360
405
402
399
394
388
1800
1600
1400
1200
2000
-
367
340
286
176
169
258
312
295
344
322
275
173
325
323
320
317
311
54
306
298
283
250
167
321
319
317
315
311
254
244
222
158
267
265
263
260
286
279
266
238
163
298
297
295
293
290
323 303
304 287
264 .253
170 167
349
347
344
339
333
392
360
297
178
376
373
370
364
356
800
600
400
200
406
403
398
392
382
439
435
430
422
411
52
1800
1600
1400
1200
lo00
50
F,+
48
46
-
251
246
237
216
156
260
259
258
256
254
238
230
211
154
249
248
246
243
223
216
200
150
233
232
230
227
210
204
190
146
218
217
216
213
198
193
181
142
205
204
202
201
222
218
211
196
148
235
231
223
206
152
228
228
227
225
224
237
229
211
154
250
248
247
245
242
62
243
242
241
240
238
252
242
221
158
266
265
263
261
257
60
--
267
262
251
227
160
278
277
276
274
271
267
256
23 1
161
284
282
280
278
274
58
--
284
271
242
164
303
302
299
296
292
56
186
182
172
137
192
192
191
189
209
206
200
187
144
215
214
213
212
211
224
217
201
150
235
234
232
231
228
64
176
172
163
133
181
181
180
178
166
163
155
129
171
170
170
168
186
184
179
170
136
191
190
190
189
188
158
155
148
124
162
161
160
159
176
174
170
162
132
180
180
179
178
178
190
185
175
139
197
197
196
195
193
70
Ild
149
147
141
120
153
153
152
151
167
165
162
154
128
170
170
170
169
168
180
176
167
135
187
186
185
184
183
72
--
20 1
195
183
143
209
208
207
206
204
68
--
197
194
189
178
140
202
202
20 1
200
199
212
206
192
147
221
220
219
218
215
66
Total design load on column = Cross-sectional area in square inches times Fe' value.
142
139
134
116
145
145
144
143
158
157
154
147
124
162
161
161
160
159
171
168
160
131
177
176
176
175
174
74
135
133
128
112
138
137
137
136
150
149
146
141
120
153
153
153
152
151
163
160
153
127
168
167
167
166
165
76
128
126
122
108
131
130
130
129
143
142
139
134
116
146
145
145
145
144
155
152
146
123
160
159
159
158
157
78
122
121
117
104
124
124
124
123
136
135
133
128
112
139
138
138
138
137
148
145
140
119
152
152
151
150
149
80
See instructions for use of tables on page 210. Obtain design values for E and Fc from the Natiortal Design Specification@
for Wood Construction. Modify Fc for differed
load duration, if applicable (seepage 13). Calculate I/d where I-unsupported length of column in inches and d=applicable least actual dimension of column cross section,
Determine value of Fc' from table.
UNIT AXIAL STRESSES SPACED COLUMNS, CONDITION llb'l Vd from 46 to 80
222(e)
American Forest & Paper Association
American Wood Council
1111 19th Street, NW
Suite 800
Washington, DC 20036
Phone: 202-463-4713
Fax: 202-463-2791
email: awcinfo@afandpa.org
web: http://www.awc.org