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WOOD STRUCTURAL
DESIGN DATA
American Wood Council
1986 Edition with 1992 Revisions
American
Forest &
Paper
Association
WOOD STRUCTURAL
DESIGN DATA
1986 Edition with 1992 Revisions
The American Wood Council (AWC) is the wood products division of the American
Forest & Paper Association (AF&PA). AF&PA is the national trade association of the
forest, paper, and wood products industry, representing member companies engaged
in growing, harvesting, and processing wood and wood fiber, manufacturing pulp,
paper, and paperboard products from both virgin and recycled fiber, and producing
engineered and traditional wood products. For more information see www.afandpa.org.
While every effort has been made to insure the accuracy of
the information presented, and special effort has been made
to assure that the information reflects the state-of-the-art,
neither the American Forest & Paper Association nor its
members assume any responsibility for any particular
design prepared from this publication. Those using this
document assume all liability from its use.
Copyright © 1993, 2004
American Forest & Paper Association, Inc.
American Wood Council
1111 19th St., NW, Suite 800
Washington, DC 20036
202-463-4713
awcinfo@afandpa.org
www.awc.org
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
WOOD STRUCTURAL
DESIGN DATA
rII
1986
Edition
with 1992 Revisions
Recommended by
AMERICAN FOREST 81 PAPER ASSOCIATION
(ormerly National Forest Products Associatio
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
FOREWORD
Wood in the form of lumber and timbers has been used as a major structural
material
for
centuries.
Originally
material of the engineer
the
material
w h o uses technical
of
craftsmen,
wood
is
now
the
data to design todays’ sophisticated
structures.
Wood Structural Design
Data,
1986
Edition,
provides information relating to
design of typical wood structural members. These data are augmented b y reference
to
the
National
Design
Specification
for Wood
Construction,
particularly
on the
subject of design stresses. Wood Structural Design Data was first published i n
with
revised
editions
issued
periodically
to
take
into
account
new
data
1934,
and
developments in wood design.
Tabular data in this volume are presented primarily as a convenient aid i n
design
of
Hence,
the
certain
relationships
to
most frequently encountered
subjects
the
are
only
tabular data.
elements
summarized
More detailed
in
of wood structural framing.
the
text
to
indicate
their
information is available i n other
publications, many of which are listed as References.
In preparation
of this
and previous editions,
information from the regional
lumber manufacturers associations provided valuable data.
Reports and other publi-
cations from the Forest Products Laboratory, U. S. Department of Agriculture, were
important sources of fundamental information.
Tabular data
relate to dressed sizes conforming to the American Softwood
Lumber Standard, Voluntary Product Standard
20-70, U . S . Department of Ccmmerce,
National Bureau of Standards.
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
TABLE OF CONTENTS
PAGE
PROPERTIES OF STRUCTURAL LUMBER
Physical Properties . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Mechanical Properties . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Design Values for Structural Lumber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Adjustment of Design Values for Duration of Loading . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Glossary of Lumber Terms . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Abbreviations of Lumber Terms . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Table of Board Measure . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Standard Sizes of Yard Lumber and Timbers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Properties of Standard Dressed Lumber Sizes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
1
8
11
13
16
19
21
23
24
WOOD BEAMS
General Design Information . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Design for Bending Movement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Design for Bending and Axial Loading Combines . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Design for Deflection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Design for Horizontal Shear . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Design for Bearing on Supports . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Formulas and Diagrams for Static Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Wood Beams .Load Tables . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
28
30
34
35
37
40
41
58
WOOD COLUMNS
General Design Information . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
SolidColumns . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Spaced Columns. Connector Joined . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Combined Axial and Bending Loading . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Solution of Hankinson Formula . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Use of Tabular Column Data . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Unit Axial Stresses .Simple Solid Columns .t/d from 2 to 30 . . . . . . . . . . . . . . . . . . . . . .
Unit Axial Stresses .Simple Solid Columns .t/d from 30 to 50 . . . . . . . . . . . . . . . . . . . . .
Unit Axial Stresses .Spaced Columns, Condition "a" .t/d from 2 to 46 . . . . . . . . . . . . . . . .
Unit Axial Stresses .Spaced Columns, Condition "a" .P/d from 46 to 80 . . . . . . . . . . . . . . .
Unit Axial Stresses .Spaced Columns, Condition "b" .t/d from 2 to 46 . . . . . . . . . . . . . . . .
Unit Axial Stresses .Spaced Columns, Condition "b" .t/d from 46 to 80 . . . . . . . . . . . . . . .
201
203
205
207
208
210
211
217
223
229
235
241
PLANK AND LAMINATED FLOORS AND ROOFS
General Design Information . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Table of Uniform Loads .Type I11 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Table of Uniform Loads .Type IV . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
247
253
254
MAXIMUM SPANS FOR FLOOR JOISTS
General Design Information . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Maximum Spans .50 psf Live Load . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Maximum Spans .60 psf Live Load . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Maximum Spans .70 psf Live Load . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Maximum Spans .80 psf Live Load . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Maximum Spans .90 psf Live Load . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Maximum Spans .100 psf Live Load . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
255
256
257
258
259
260
261
........................................................
262
REFERENCES
DECIMALEQUIVALENTS
...............................................
264
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1
PROPERTIES
OF STRUCTURAL LUMBER
Physical Properties
Wood Structure
Wood i s an aggregate of cells, essentially cellulose in composition, which are cemented together by a substance called lignin. Although wood cells vary in shape and size according to their function, the greater number are elongated and are positioned vertically in the
standing tree. Known a s fibers in hardwoods and tracheids in softwoods, wood cells vary
from about 1/25 to 1/3-inch in length and 1/100 of these dimensions in width.
Hardwoods and softwoods have some horizontally positioned bands of cells called
rays. These are usually evident on quarter-sawed surfaces and are more conspicuous in some
species than others. They provide a pleasing pattern where visible.
Hardwoods and Softwoods
Native trees are divided into two classes-hardwoods which have broad leaves and
softwoods or conifers, which have needlelike or scalelike leaves. Most hardwoods shed their
leaves at the end of each growing season. Softwoods, except cypress, larch, and some exotic
species are evergreen.
The terms “hardwood” and “softwood” do not apply to the hardness or softness of the
wood. In fact, some species of hardwoods have softer wood than some of the species of softwoods while certain softwoods are as hard a s the medium density hardwoods.
Heartwood and Sapwood
The end of a log shows three distinct zones, ‘the bark, a light-colored zone just beneath
i t called the sapwood, and an inner zone, often darker in color, called heartwood. A t the
structural center of the heartwood i s the pith or “heart center” a s it is called in the lumber
trade.
A tree increases in diameter by forming new layers of cells a t the outer surface of the
sapwood. Here a thin band of tissue called the cambium lays down new bark cells toward the
outside and new wood cells toward the inner or sapwood side.
The young tree i s composed primarily of sapwood which functions in sap conduction
and food storage. As the tree increases in diameter, inner sapwood cells cease their conductive function and form the inactive heartwood. Deposits in these inactive cells give the
heartwood of many species a darker color than the sapwood.
As all heartwood was once sapwood, there i s no consistent difference between heart-
Deposits in the cells, however, make
wood and sapwood in weight when dry or in strength.
heartwood inore durable when in contact with soil and under other conditions conduclve to
decay. Where wood is to be treated with perservative. however. deeper and more effective
penetration can be attained in sapwood.
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2
~
PROPERTIES OF STRUCTURAL LUMBER
Annular Growth Rings
The activity of the cambium tissue in forming new wood is influenced in
temperate zones by the growing season. Through winter months the tree is dormant. In
the spring the cambium begins to form thin walled cells with large cavities. Through the
summer, cell walls increase in thickness and cell cavities decrease in size until growth
virtually ceases in the fall. Differences in cell wall thickness between those last formed in
the fall and the thin walled new cells formed the following spring results in rings of
annual growth which are apparent on cross sections of all native woods.
Annual rings vary in width according to growth conditions. Narrow rings are
formed during short dry seasons and wider rings occur when growing conditions are more
favorable. Annual growth rings appear on the ends of timbers as concentric circles
around the pith or heart center.
Springwood and Summerwood
In many woods two distinct areas are visible in each ring of annual growth: (a) an
inner light colored portion, known as springwood; and (b) an outer darker portion,
known as summerwood.
The springwood is composed of the large cavitied thin walled cells formed during
the early part of each growing season. The thicker walled cells formed later in the year
make u p the summerwood portion. As the summerwood contains more solid wood
substance than springwood, it usually appears darker in color. Springwood and
summerwood bands are usually most noticeable in the dense softwood species. In these
species the proportion of springwood and summerwood present has an important effect
upon strength properties.
Density and Rate of Growth
In the softwoods commonly used for structural purposes, the rate a t which trees
grow has an important effect o n their strength properties. An accurate measure of this is
provided by the relative width and character of wood in each annual growth ring.
In such woods, pieces having medium to narrow growth rings generally have higher
strength properties than those having wide rings. In addition, pieces in which a
considerable portion of each annual ring is made up of dense darker summerwood are
recognized as having higher strength properties than pieces with a lower percentage of
summerwood. Therefore, in grading structural material of some species the rate of growth
(number of rings per inch) and the density (proportion of summerwood) are considered
and made a part of the specification.
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3
PROPERTIES OF STRUCTURAL LUMBER
Grain and Texture
The terms “grain” and “texture” are used in various ways t o describe the
characteristics o f wood. Wood from slow growing trees in which annual growth rings are
narrow is sometimes described as “close-grained”; that from rapidly growing trees with
wide rings as “coarse-grained.” This is another way of describing the number of rings per
inch in strength grading.
Straight grained and cross grained describe wood in which the direction of the
fibers (not annual rings) are parallel to, or at an angle with the sides of the piece. Cross
grain includes spiral grain where fibers wind around the trunk of the tree. The
expression “slope of grain” is employed i n tlic grading of structural lumber t o describe
the extent of cross grain permitted, as slope of grain has an important influence on
strength.
Lumber sawed in such a manner that the annual rings when viewed from the end
of the piece form a n angle of 45” or more with the wide faces is described as
edge-grain, vertical grain or rift-sawn in softwoods, and as quarter-sawn or comb-grained
in hardwoods. The term “llat grain” or “plain-sawed” describes lumber in which the
annual rings are a; an angle of 45“ or less with the wide faces of t h e piece.
Specific Gravity
Solid wood substance is heavier than water, its specific gravity being about 1.5
regardless of the species of wood. Despite this fact, dry wood of most species floats in
water because a portion of its volunie is occupied by air filled cell cavities. Variation
among species in the size of cells and in the thickness of cell walls affects the amount
of solid wood substance present and Iicnce, the specific gravity. Thus, specific gravity of
wood is a measure of its solid wood substance and an index of its strength properties.
Specific gravity values, however, may bc somewhat affected by gums, resins, and
extractives which contribute little t o strength. The relationship of specific gravity to
wood strength is evident in the practice of assigning higher basic stress values to lumber
designated as “dense.”
Weights of Wood
Weights of sawed or round timbers are approximate because of moisture content,
density and sapwood thickness variations within the piece. Average weights per cubic foot
of various commerical wood, at 15 percent moisture content, are given in the following
table. Weights of individual pieces will vary from these averages and are also different at
other moisture contents.
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4
~
PROPERTIES OF STRUCTURAL LUMBER
Average specific gravity and average weight in pounds per cubic fmt for commsreially impomnt species oc species combinations.
SPECIFIC'
GRAVlTY
WEIGHT PER
CUBIC FOOT2
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
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 (Noclh)
Mixed Maple
Mixed Oak
Mixed Southern Pine
Mountain Hemlock
Northern Pine
Northern Red Oak
Northern Species
Northern White Cedar
0.43
0.46
0.55
0.68
0.51
0.47
0.42
0.68
0.35
29.2
0.31
36.7
44.7
34.2
31.7
28.5
44.7
24.0
21.4
Ponderosa Pine
Red Maple
Red Oak
Red Pine
Rdwvood, close grain
Rcdwvood, open gnin
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 (North)
Wcalcm Hemlock
Weatcrn Hemlock (North)
Western White Pine
Weslern Woods
While Oak
Yellow Poplar
0.36
0.35
0.47
0.46
24.6
24.0
31.7
SPECIES
Aspen
Balsam Fir
Beech-Birch-Hickory
Coast Sitka Spruce
comnwvood
Douglas Fir-Lsrch
Douglas Fir-Lsreh (North)
Douglas Fir-South
Eastern Hemlock
Eastern Hemlock-Tamarack
Eastcrn Hemlock-Tamamok (Naclh)
Eastern S o h o o d s
Eastern SpNCe
Eastern while Pine
hgC~mannSpNCe-LodgepOk Pine3
(MSR l650f and higher grades)
Engelmann Spruce-Lodgepols Pine'
(MSR l5CQf and lower grades)
0.40
0.36
0.73
0.43
33.0
31.1
31.1
31.1
27.2
24.6
47.7
29.2
I . Specific gnrvity based on weight and volume when oven dry.
2. Weight
_ uer
. cubic foot is based on weight and volume at a moisture content of 15 pcrcsnl
3. Applies only IOEngelmann Spruce-Lodgepolspine machine stms rated (MSR) S l N C l Y d lumber.
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PROPERTIES OF STRUCTURAL LUMBER
Moisture Content of Wood
Wood may contain moisture in two forms: As “free water” in the cell cavities and
as “absorbed water” in the capillaries of the cell walls.
When green wood begins to lose moisture in the seasoning process, the cell walls
remain saturated until the free water has been evaporated. The point at which
evaporation of free water is complete and cell walls begin to lose their moisture is called
the fiber saturation point (fsp). This point occurs between 25 and 30 percent moisture
for most species.
Moisture in wood is expressed as a percentage of the oven dry weight and is
determined most accurately by weighing a representative sample, drying it a t slightly over
212°F. until no further l o s s of weight takes place, reweighing, and then dividing the
difference between the original and final weights by the final (oven dry) weight. Electric
moisture meters offer a simpler though less exact method of determining moisture
content.
With slight seasonal variations, wood in use over a period of time attains an
equilibrium moisture content (emc) corresponding to the humidity and temperature of
the surrounding atmosphere. When exposed t o similar atmospheric conditions, different
woods will have the same moisture content regardless of their density.
Moisture content has an important effect upon susceptibility t o decay. Most decay
fungi require a moisture content above fiber saturation point to develop. In addition, a
favorable temperature, an adequate supply of air, and a source of food are essential.
Wood that is continuously water-soaked (as when submerged) or continuously dry (with a
moisture content of 20 per cent or less) will not decay.
Moisture content variations above the fiber saturation point have n o effect upon
the volume or strength of wood. As wood dries below the fiber saturation point and
begins to lose moisture from the cell walls, shrinkage begins and strength increases.
Shrinkage Due t o Drying
Shrinkage of wood takes place between fiber saturation point and the oven dry
condition. I t is stated as a percentage of the original or green dimension. Where wood is
installed a t approximately the moisture content it will attain in service, only minor
dimensional changes occur. These are caused by absorption or release of moisture due to
atmospheric changes.
Wood shrinkage is greatest in the direction of the annual growth rings (tangentially), somewhat less across the rings (radially), and very little along the grain
(longitudinally). Longitudinal shrinkage is usually t o o small t o be of practical significance.
Shrinkage o f commercial softwood boards across the grain averages about I per
cent for each 4 per cent change in moisture content. Shrinkage of hardwoods is slightly
greater.
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6
I
PROPERTIES OF STRUCTURAL LUMBER
Large .;tructural members shrink proportionately
drying does not take place simultaneously in the inner
In softwood structural lumber, 6” x 6” or larger
approximately 1/64” per inch width of face may be
average equilibrium moisture content in service.
less than smaller lumber because
and outer portions of such pieces.
in cross section, a shrinkage of
expected in drying from green to
Effect of Drying on Strength
Increase in strength begins when the cell walls begin to lose moisture; that is, as the wood
is dried below the fiber saturation point. From this point most strength properties increase
rapidly as drying progresses.
Drying wood from green to 5 per cent moisture content often doubles and in some cases
triples end crushing strength and bending strength. However, increases in strength with seasoning
may be greater in small clear specimens of wood than in larger timbers. In the latter, increase in
strength may be offset to some extent if checking develops in seasoning.
Other strength propertiesare not equally affected by changes in moisture content. Although
some properties, such as crushing strength and bending strength, increase greatly with seasoning,
other, such as stiffness, change moderately. Shock resistance, an exception, shows only slight
change as wood dries.
The following table presents the average variation in strength properties of small wood
samples for each I percent change in moisture content. These changes in strength properties may
not be directly applicable to structural sizes of lumber and timber. Appropriate moisture content
adjustment factors for structural members are given in the National Design Specification for
Wood Construction, available from the National Forest Products Association.
Average Increase (or Decrease) in Clear Wood Strength Properties for a I-percent
Decrease (or Increase) in Moisture Content Below Fiber Saturation Point.
Property
Static bending
Fiber stress at proportional limit
Modulus of rupture
Modulus of elasticity
Work t o proportional limit
Work to maximum load
Impact bending, height of drop causing complete failure
Compression parallel t o grain
Fiber stress a t proportional limit
Maximum crushing strength
Compression perpendicular t o grain, fiber stress at
proportional limit
Hardness, end grain
Hardness, side grain
Shear parallel t o grain
Tension perpendicular t o grain
Change per I-percent
change in moisture
content (percent)
5
4
2
8
0.5
0.5
5
6
5.5
4
2.5
3
1.5
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1
PROPERTIES OF STRUCTURAL LUMBER
Effect of Temperature o n Strength
The usual design values for wood products are applicable to members used under ordinary
ranges of temperature and occasionally heated in use to temperatures u p to 150°F. Wood
increases in strength when cooled below normal temperatures and decreases in strength when
heated. Members heated in use to temperatures up to 150°F will return essentially to original
strength when cooled. Prolonged temperatures above 150°F may result in permanent loss of
strength. Some reduction in design values may he necessary in specific applications to account for
the temporary decrease in strength occurring when members are heated to clevated temperatures
up to 150°F for extended periods of time. Information on the approximate effect of
temperature on mechanical properties is given in the National Design Specification for Wood
Construction. available from the National Forest Products Association.
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PROPERTIES OF STRUCTURAL LUMBER
Mechanical Properties
Wood as Structural Material
Wood is not an isotropic material in that its strength properties differ along its
different axes. It is strongest when loaded to induce stress parallel to grain, either in
tension or compression. However, this condition is not always possible and loading
perpendicular t o grain may be accomplished in a satisfactory manner.
The anisotropic nature of wood may be confusing t o the designer during his first
experience with its use, but as he gets to know the material he finds that engineering
design with wood can be interesting as well as productive in the way of lower
construction costs. The discussion which follows provides a brief description of the
various mechanical properties of structural wood as they affect engineering design.
Tension Parallel t o Grain
A force generating tension parallel t o grain, as shown in Figure 1 , creates a
tendency to elongate the wood fibers and to cause them to slip by each other.
Resistance to tension applied strictly parallel t o grain is the highest strength property of
wood. This resistance, however, is substantially reduced when the force is applied at an
angle to the grain or when the cross-section of the piece is reduced by knots or holes.
1
Figure 1 . Tension Parallel to Grain
Compression Parallel t o Grain
A force generating compression parallel to grain, as shown in Figure 2, creates a
tendency t o compress the wood fibers in the lengthwise position. As with tension,
resistance t o compression parallel to grain is affected by the angle of load t o grain and
by the presence of knots or holes.
%
Figure 2. Compression Parallel to Grain
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9
PROPERTIES OF STRUCTURAL L U M B E R
Fiber Stress in Bending
A force applied perpendicular to a beam, as shown in Figure 3 , creates
compression in the extreme fibers on the side to which the force is applied and it also
creates tension in the extreme fibers on the opposite side. Thus, there is a tendency to
compress the fibers on the compression side and to elongate the fibers on the tension
side. As the stress is distributed from the extreme fibers or outside faces towards the
center of neutral axis of the piece it is reduced in intensity. Thus, deviations in slope of
grain and the presence of knots or holes in these outside faces tend to reduce the
resistance in the extreme fibers and the bending strength of the beam.
Shear Parallel to Grain
A force applied in the manner illustrated in Figure 4 causes one section of the
piece t o shear or slide along the other section in a direction parallel to grain. In a
loaded beam where the induced stress o n the one side is compression and on the other
side is tension, as illustrated in Figure 3, there is a tendency to create shearing stress
parallel t o grain. The largest shear parallel to grain stress usually occurs along the neutral
axis on the plane a t which the induced stress changes from compression to tension.
Checks and splits which may occur during the drying of lumber have the effect of
reducing the area in the plane of shear resistance. Consequently, laboratory test values
for shear strength parallel to grain are substantially reduced for design purposes in order
to accommodate the probability of the occurrence of checks and splits after drying.
Figure 4. Shear Parallel to Grain
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PROPERTIESOF STRUCTURALLUMBER
Compression Perpendicular to Grain
A force applied perpendicular to grain, such as the bearing under the ends of a
beam as shown in Figure 5, tends to compress the wood at its surface. While the wood
becomes more dense as it is compressed, this action causes slight displacement of the
supported member. Thus, limits are placed on loading in bearing perpendicular to grain.
For sawn lumber, the compression perpendicular to grain values are based on a deformation limit
that has been shown by experience to provide for adequate service in typical wood frame construction.
Therefore, stress modifications for duration of load (see pg. 13) are not applicable to compression
perpendicular to grain allowable stresses for sawn lumber.
Figure 5. Compression Perpendicular
to
Grain
Sliear Perpendicular Grain
Shear perpendicular to grain is not a design factor in solid wood because effective
control is applied through limits on design stresses in shear parallel to grain and
compression o r bearing perpendicular to grain.
Tension Perpendicular t o Grain
A force generating tension perpendicular to grain tends to separate the wood fibers
along the grain. This is the direction in which wood tias the least strength, and because
it is not good practice to apply loading t o induce tension across grain, design values 3re
not provided for this strength property, except for special applications.
Proportional Limit, Static Bending
The proportional limit occurs at the point where the induced strain o r deformation
ceases t o be proportional to the stress or applied load, as determined by the standard
test method. Stress at proportional limit is computed by the standard method. All
conventional methods of structural design for wood are within the proportional o r elastic
limit.
Modulus of Rupture, Static Bending
The modulus of rupture is computed from the ultimate load o r the point at which
the piece breaks under the standard bending test method. Loading by test beyond the
proportional limit shows an increasing rate of deformation. without a specific yield point,
until ultimate load is reached.
Modulus of Elasticity, Static Bending
The modulus of elasticity is a measure of stiffness and is computed on the basis
of the load and deformation within the proportional limit.
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11
PROPERTIES OF STRUCTURAL LUMBER
Design Values for Structural Lumber
General
Design values are assigned to lumber
predictable strength properties to meet the
the varying nature of the different species
from which the designer can make his
construction, it is advisable to determine
before design values are selected.
in a scientific manner to provide material of
requirements of engineering design. Because of
of trees there is a wide range of stress values
selection. However, to avoid delay during
which species and grades are available locally
Classification of Structural Lumber
Since the effects of knots, slope of grain, checks and shakes on the strength of
lumber vary with the loading t o which the piece is subjected, structural lumber is often
classi5ed according to its size and use. The three major classifications are as follows:
Dimension
Pieces of rectangular or square cross section, 2 to 4 inches thick
and 2 or more inches wide (nominal dimensions) graded primarily f b r strength
in bending edgewise or flatwise but also used where tensile or compressive
strength is important. Dimension lumber may be further classified as Joists and
Planks, for material 5 or more inches in nominal width, rind as Light Framing
o r Structural Light Framing for material ‘2 inches to 4 inches wide.
~
Beams and Stringers - Pieces of rectangular cross section, 5 by 8 inches
(nominal dimensions) and larger, graded for strength in bending when loaded o n
the narrow face.
Posts and Timbers
Pieces of square or nearly square cross section, 5 by 5
inches (nominal dimensions) and larger, graded primarily for use as posts or
columns but adapted to miscellaneous uses in which bending strength is not
especially important.
~
Characteristics Affecting Strength
Aside from the natural properties of the
the strength of a piece of lumber are the sizes
sizes of checks or shakes and splits and their
of wood, slope of grain, degree of density
seasoning. All of these characteristics are taken
a piece of lumber.
species, the major characteristics affecting
of knots or holes and their locations, the
locations, the amount of wane or absence
or rings per inch and the condition of
into consideration in the stress grading of
American Society for Testing and Materials
There are two ASTM standards which serve as principal references in the
assignment of working stresses of lumber. One standard is ASTM Designation D-2555,
“Methods for Establishing Clear Wood Strength Values” which sets forth procedures for
establishing strength values for clear wood of different species in the unseasoned
condition and unadjusted for end use. Such procedures may be applied to a single
species or t o a group of species where growth and marketing conditions justify such
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12
'ROPERTIES 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 he 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
analyre 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 he 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 nondestructive 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 horimntal 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 d e s writing agencies. When these values are used, each piece of lumber is required to
he 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 hy 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.
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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.
.......................................................
.......................
........................................
..................
................
.......................
i- zi q
!
Duration
M
of
Maximum Load
Figure 6. Adjustment of Working Strescs For Various
Duratiom of Load..
*Derived fmm the For d Fmducu Labomtow Reooe No. R1916
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14
~
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 continuouslyor for cumulative periods of full maximum load, use. 90
percent of the design value given for normal loading conditions.
Likewise, when the duration of the full maximum load does not exceed the following durations, adjust the
design values for normal loading durations, except modulus of elasticity and compression perpendicular-to-grain,
to a new stress level by increasing them:
15 percent for two months duration, as for snow,
25 percent for seven days duration,
60 percent for 10 mioutes duration, as for wind or earthquake,
100 percent for impact.
Design values for normal loading conditions may thus be used without regard for impact if the stress induced
by impact does not exceed the design value for normal loading.
The impact load duration increase factor does not apply when the member has been pressure-treated with
water-borne preservatives to the heavy retentions required for "marine" exposure, nor when the member has been
pressure-treated with fire retardant chemicals.
Combinations of Loads of Different Durations
The preceding adjustments are not cumulative in the sense that the required size of a member cannot be
determined for a load of particular duration without consideration of the total load resulting from that load
together with the other loads of longer durations when applied simultaneously. In cases where combinations of
loads of different durations are applied simultaneously, the size of member is usually determined for the total
of all loads applied simultaneously and the adjusted design values for that load which has the shortest duration
in the combination of loads. However, in some instances, this procedure may cause the member to be
overstressed by loads of longer duration. To insure that the overstress will not occur the following procedure
maybeused:
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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 . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Ten Years . . . . . . . . . . . . . . . . . . . . . . . . . . . .
TwoMonths . . . . . . . . . . . . . . . . . . . . . . . . . . .
Seven Days . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Ten Minutes . . . . . . . . . . . . . . . . . . . . . . . . . . .
Immct . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
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
determining the structural element.
used in
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.
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16
PROPERTIES OF STRUCTURAL LUMBER
Glossary
Lumber
of
Terms
The following list represents a limited selection of industry terms used in
purchasing and describing standard grades and patterns of lumber and timber. For specific
definitions and abbreviations applicable t o particular wood products or species, the
appropriate lumber grading r u l e or product standard should be consulted.
Seasoned by exposure t o the atmosphere, in the open
without artificial heat.
Air Dried
~
or
under cover,
AN Heart - Of heartwood throughout, i.e., free of sapwood.
The American Softwood
Lumber Standard, Voluntary Product Standard 20-70 is developed by the American
Lumber Standards Committee appointed by the Department of Commerce. It
provides a basis for coordination of the grades of various species in the preparation
of grading rules applicable t o each species by the agencies which formulate, publish
and maintain grading rules and inspection facilities.
American Lumber Standards for Softwood Lumber (ALS)
Annual Ring - Growth put
Boxed Heart
on
~
in a single year.
The pith or soft center core of the log enclosed within the piece
~
Board Feet - The number of board feet in a piece is obtained by multiplying the
nominal thickness in inches by the nominal width in feet by the length in feet.
Boxed Pith - Where the pith is enclosed within the four sides of the piece.
Check - A lengthwise separation of the wood, which usually occurs through the rings of
annual growth.
Abnormal wood that forms on the underside of leaning and
crooked trees, characterized by being hard and brittle.
Decay - Disintegration of wood substance due t o action of wood-destroying fungi. Also
known as dote and rot.
Compression Wood
~
Rules for estimating the density of wood based upon the percentage of
summerwood and the number of annual rings of growth.
Density Rule
Dry
-
~
Seasoned: not green.
Durability - A general term used t o describe the resistance of a species to attack by
decay when conditions for decay development are favorable. In this connection
“resistance t o decay” is a more specific term.
Edge - The narrow faces of rectangular-shaped lumber.
The moisture content at which wood neither gainsnor
surrounded by air at a constant relative humidity and
Equilibrium Moisture Content
moisture
temperature.
loses
when
~
Face Width - The width of the face of a piece of dressed and matched
lumber, not including the width of the tongue
or
lap.
or
shiplapped
Fiber-Saturation Point
The stage in the drying or in the wetting of wood at which
the cell walls are saturated and the cell cavities are free of water.
~
Grade - The designation of the quality of a manufactured piece of wood.
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PROPERTIES OF STRUCTURAL LUMBER
Grain Edge Grain (vertical grain) - Annual rings which form an angle of 45 degrees or more with
the surface of the piece.
F h t Grain (.dash grain) - Annual rings which form an angle of less than 45 degrees with the
surface of the piece.
Mixed Grain - Any combination of edge grain and flat grain.
Slope of Grain -- Cross grain or deviation of the fiber from a line parallel to the sides of the
piece and may consist of diagnonal grain, spiral grain or both.
Quarter Sawed
Heart Face
-
-
Another term for edge or vertical grain used generally in hardwoods.
Face side free of sapwood.
Heartwood - Inner core of the tree trunk comprising the annual rings containing
nonliving elements: often darker in color than sapwood.
Kiln Dried - Seasoned in a chamber by means of artificial heat.
Knot
- Branch o r limb, embedded in the tree and
cut through in the process of lumber
manufacture; classified according to size, quality and occurrence.
Laminated Wood - A wood assembly consisting of plies
with an adhesive and/or mechanical fastenings.
or
laminations joined together
Structural Glued Laminafed Timber Any member comprising an assembly of
laminations of lumber in which the grain of all laminations is approximately parallel
longitudinally; in which the laminations are bonded with adhesives; and which is
designed in accordance with accepted engineering practice.
Lumber
Yard Lumber - Lumber of those grades, sizes and patterns which is generally intended
for ordinary construction and general building purposes.
Structural Lumber - Lumber that is two or more inches in thickness and width for use
where working stresses are required.
Factory and Shop Lumber - Lumber
remanufacturing purposes.
that
is produced
Boards - Lumber less than two inches thick and two
than six inches wide may be classified as strips.
or
or
selected
primarily
for
more inches wide. Boards less
Dimension - Lumber from two inches to, but not including five inches thick, and two
or more inches wide. Dimension may he classified as framing, joists, planks, rafters,
studs, small timbers, etc.
Timbers - Lumber 5 or more inches in least dimension. Timber may be classified as
beams, stringers, posts, caps, sills, girders, purlins, etc.
Rough Lumber - Lumber that has not been dressed (surfaced) but which has been
sawed, edged. and trimmed at least to the extent of showing saw marks in the
wood on the four longitudinal surfaces of each piece for its overall length.
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18
PROPERTIES OF STRUCTURAL LUMBER
Dressed (Surfaced) Lumber
Lumber that has been surfaced by a planing machine (for
of surface and uniformity of size) o n the one side
of
attaining
smoothness
purposes
(SIS), two sides (S2S), or a combination of sides and edges(SISlE, SlS2E, S2SIE,
or S4S).
~
Worked Lumber
Lumber which in addition to being dressed has been matched,
shiplapped, or patterned.
Matched Lumber
Lumber that has been worked with a tongue on one edge of
each piece and a groove o n the opposite edge, t o provide a close tongue-and-groove
joint by fitting two pieces together; when end-matched the tongue and groove are
worked in the ends also.
~
~
Shiplapped Lumber
Lumber that has been worked or rabbeted on both edges of
each piece t o provide a close lapped joint by fitting two pieces together.
~
Patterned Lumber - Lumber that is shaped to a pattern or t o a molded form, in
addition to being dressed, matched, or shiplapped, or any combination of these
workings.
Moisture Content - Weight of the water in wood expressed in percentage of the weight
of oven-dry wood.
Pith - Small soft core in the structural center of
Rate
a
log.
of Growth - The rate a t which a tree has increased its radius. The unit of
measure in use is the number of annual growth rings per inch.
Sapwood
Outer layers of growth in a tree, exclusive of bark, which contains living
elements; usually lighter in color than heartwood.
~
Shake - A lengthwise grain separation between or through the growth rings. Shake may
be further classified as ring shake or pith shake.
Stress-Grade Lumber
(unit stresses).
~
Lumber t o each grade of which is assigned proper design values
S p h - Lengthwise separation of the wood extending from one surface through the piece
to the opposite surface or to an adjoining surface.
Springwood
annual
~
ring
More o r less open and porous tissue marking the inner part of each
formed early in the period of growth.
Summerwood - Denser, fibrous outer portion of each annual ring, usually without
conspicuous pores, formed late in the growing period.
Wane - Bark, or lack of wood
wood member.
Warp - Any variation from
combination thereof.
a
or
bark, from any cause, on the edge
or
corner
true or plane surface; includes bow, crook, cup
or
or
a
any
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PROPERTIES O F STRUCTURAL LUMBER
Abbreviations of Lumber Terms
Abbreviations of lumber terms are frequently used in designing, on
plans, and i n specifications. The following have been selected as those most
likely to be encountered in connection with structural lumber.
The form indicated is the abbreviation i n common use, but variations such as the u s e or omission of periods, punctuation and capital letters
are optional. The appropriate grading rule should be consulted for abbreviations applicable to a particular species of lumber.
AD . . . . . . . . . . . . . . . . . . . . . . .
airdried.
American Lumber Standards.
ALS . . . . . . . . . . . . . . . . . . . . . . .
AV. or avg. . . . . . . . . . . . . . . . . . Average.
B&B o r B&Btr . . . . . . . . . . . . . . . . B and Better.
Btr. o r BTR . . . . . . . . . . . . . . . . . Better.
BD. o r bd. . . . . . . . . . . . . . . . . . . Board.
BD. FT. or bd.ft . . . . . . . . . . . . . . Board foot.
Boxed Heart.
BH. . . . . . . . . . . . . . . . . . . . . . . .
BP. . . . . . . . . . . . . . . . . . . . . . . .
Boxed Pith.
Beams and Stringers.
B&S . . . . . . . . . . . . . . . . . . . . . . .
BEV. or Bev. . . . . . . . . . . . . . . . . Bevel o r Beveled.
BM. or bm. . . . . . . . . . . . . . . . . . Board measure.
CLR. or clr. . . . . . . . . . . . . . . . . clear.
center matched; that is, the tongue
CM . . . . . . . . . . . . . . . . . . . . . . .
and grooved joints are worked
along the center of the edges of
the piece.
corn. . . . . . . . . . . . . . . . . . . . . . .
common.
cu.ft. . . . . . . . . . . . . . . . . . . . . .
cubic foot.
DET . . . . . . . . . . . . . . . . . . . . . .
Double end trimmed.
D&SM . . . . . . . . . . . . . . . . . . . . .
Dressed and standard matched.
DIM. o r Dim. . . . . . . . . . . . . . . . . Dimension.
DKG. or Dkg. . . . . . . . . . . . . . . . . Decking.
D/S or D/Sdg. . . . . . . . . . . . . . . . . Drop siding.
D2S & CM . . . . . . . . . . . . . . . . . . Dressed 2 sides and center matched.
Dressed 2 sides and standard
DZS&SM . . . . . . . . . . . . . . . . . . . .
matched.
EG . . . . . . . . . . . . . . . . . . . . . . .
Edge (vertical) grain.
EM . . . . . . . . . . . . . . . . . . . . . . .
End matched.
EVlS . . . . . . . . . . . . . . . . . . . . . .
Edge V one side.
EVZS . . . . . . . . . . . . . . . . . . . . . .
Edge V two sides.
Fac. . . . . . . . . . . . . . . . . . . . . . .
Factory (lumber).
FG . . . . . . . . . . . . . . . . . . . . . . .
Flat or slash grain.
FLG or Flg . . . . . . . . . . . . . . . . . Flooring.
FOB . . . . . . . . . . . . . . . . . . . . . .
Free on board (named point).
Free of heart center.
FOHC . . . . . . . . . . . . . . . . . . . . .
FOK . . . . . . . . . . . . . . . . . . . . . .
Free of knots.
FRT or Frt. . . . . . . . . . . . . . . . . . Freight.
FRM . . . . . . . . . . . . . . . . . . . . . .
Framing.
FT. o r ft . . . . . . . . . . . . . . . . . . . Foot or feet (' ).
FT. BM or FBM . . . . . . . . . . . . . . Feet board measure.
FT. SM. . . . . . . . . . . . . . . . . . . . Feet surface measure.
GM . . . . . . . . . . . . . . . . . . . . . .
Grade-marked.
G/R o r G/Rfg . . . . . . . . . . . . . . . . Grooved roofing.
HB . . . . . . . . . . . . . . . . . . . . . . .
Hollow back.
H&M . . . . . . . . . . . . . . . . . . . . . .
Hit and miss.
H or M . . . . . . . . . . . . . . . . . . . . .
Hit o r miss.
HRT. or Hrt. . . . . . . . . . . . . . . . . Heart.
IN. or in. . . . . . . . . . . . . . . . . . . Inch or inches ( " ) .
J&P . . . . . . . . . . . . . . . . . . . . . .
Joists and Planks.
KD . . . . . . . . . . . . . . . . . . . . . .
Kiln-dried.
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20
PROPERTIES OF STRUCTURAL LUMBER
AbbnviaHonr of Lumbw Twma
LBR. or lbr. . . . . . . . . . . . . . . . .
LGTH. or Lgth.. . . . . . . . . . . . . . .
LGR. or L g r . . . . . . . . . . . . . . . . .
LFT o r Lin. Ft. . . . . . . . . . . . . . .
LIN. . . . . . . . . . . . . . . . . . . . . .
LNG.or Lng. . . . . . . . . . . . . . . . .
M .......................
MBM . . . . . . . . . . . . . . . . . . . . .
MC or m. c. . . . . . . . . . . . . . . . . .
MERCH. or Merch. . . . . . . . . . . .
ML . . . . . . . . . . . . . . . . . . . . . .
MLDG. or Mldg. . . . . . . . . . . . . .
Mft. . . . . . . . . . . . . . . . . . . . . . .
NO. or No. . . . . . . . . . . . . . . . . .
NlE . . . . . . . . . . . . . . . . . . . . . .
N2E . : . . . . . . . . . . . . . . . . . . . .
PAR. or Par. . . . . . . . . . . . . . . .
PART. or Part. . . . . . . . . . . . . . .
PAT. o r Pat. . . . . . . . . . . . . . . .
Pc. . . . . . . . . . . . . . . . . . . . . . .
Pes. . . . . . . . . . . . . . . . . . . . . .
PE . . . . . . . . . . . . . . . . . . . . . . .
P&T . . . . . . . . . . . . . . . . . . . . . .
RDM.or Rdm. . . . . . . . . . . . . . . .
REG. o r Reg. . . . . . . . . . . . . . . .
RFG. o r Rfg.
...............
RGH. o r Rgh. . . . . . . . . . . . . . . .
R/L o r RL.
................
.....................
.....................
R/W&L . . . . . . . . . . . . . . . . . . . .
S1E . . . . . . . . . . . . . . . . . . . . . .
S2E . . . . . . . . . . . . . . . . . . . . . .
s1s . . . . . . . . . . . . . . . . . . . . . .
RN~J.
R/W
S2S
......................
S4S
......................
SlSlE . . . . . . . . . . . . . . . . . . . . .
S2SlE . . . . . . . . . . . . . . . . . . . . .
SlS2E . . . . . . . . . . . . . . . . . . . . .
S2S&CM . . . . . . . . . . . . . . . . . . .
S2S&SM . . . . . . . . . . . . . . . . . . .
S2S&SL . . . . . . . . . . . . . . . . . . .
SAP. . . . . . . . . . . . . . . . . . . . . . .
SDG. orSdg. . . . . . . . . . . . . . . . .
SEL. or Sel. . . . . . . . . . . . . . . . .
SE&S . . . . . . . . . . . . . . . . . . . . .
SH. D.
....................
S/L or S/Lap . . . . . . . . . . . . . . . .
SM . . . . . . . . . . . . . . . . . . . . . .
SSND . . . . . . . . . . . . . . . . . . . . .
SQ. or Sq.
.................
sg. E&H. B.
................
STRUCT. or STR. . . . . . . . . . . . .
T&G . . . . . . . . . . . . . . . . . . . . .
TBR. . . . . . . . . . . . . . . . . . . . . .
VG . . . . . . . . . . . . . . . . . . . . . .
WTH. or Wth. . . . . . . . . . . . . . . .
WT. o r Wt. . . . . . . . . . . . . . . . . .
Lumber.
Length.
Longer.
Linear foot.
Linear.
Lining.
thousand.
thousand (feet)board measure.
Moisture content.
Merchantable.
Mixed lengths.
moulding.
thousand feet.
Number.
Nosed one edge.
Nosed two edges.
Paragraph.
Partition.
Pattern.
Piece.
Pieces.
Plainend.
Post and Timbers.
Random.
Regular.
Roofing.
Rough.
Random lenuths.
Round.
Random widths.
Random widths and lengths.
Surfaced one edge.
Surfaced two edges.
Surfaced one side.
Surfaced two sides.
Surfaced 1 side and 1 edge.
Surfaced 2 sides and 1 edge.
Surfaced 1 side and 2 edges.
Surfaced four sides.
Surfaced two sides and center
matched.
Surfaced two sides and standard
matched.
Surfaced two sides and shiplapped.
Sapwood.
Siding.
Select.
Square edge and sound.
Shipping d r y .
Shiplap.
Surface measure.
Sap stain no defect.
Square.
Square edged and hollow back.
Structural.
Tongued and Grooved.
Timber.
Verticalgrain.
Width.
Weight.
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
21
~
PROPERTIES OF STRUCTURAL LUMBER
-
Tabla of h r d Measur.
2
1x 2
1x3
1/3
1/2
1x4
1 x 6
1x8
1 x 10
1x12
1
2/3
1 1/3
12/3
2
--
2x2
2x3
2x4
2 x 6
2x8
2 x 10
2 x 12
2 x 14
3x4
3 x 6
3x8
3 x 10
3 x 12
3 x 14
3x16
4
4
4
4
4
4
4
x4
x6
x8
x 10
x 12
x 14
x 16
6x6
6x8
6 x 10
6 x 12
6x14
6 x 16
6 x 18
6x20
6 x 22
6 x 24
8x8
8 x 10
8 x 12
8 x 14
8x16
8 x 18
8 x 20
8 x 22
8 x 24
10 x
10 x
10 x
10 x
10 x
10 x
10 x
10 x
10
12
14
16
18
20
22
24
-
BOARD FEETCONTENTWHENLENGTHINFEET EQUALS
rlOMINA
SIZE 01
PIECE
2/3
1
11/3
2
2 2/3
3 1/3
4
4 2/3
2
3
4
5
6
I
4
1
8
6
2 /3
11/3
2
2 2/3
3 1/3
4
1
1 l/i
2
3
4
5
6
11/3
2
22/31
10
12
14
16
12/3
2 1/2
31/31
3
2
2 1/3
3 112
4 2/3
2 2/3
4
-11/3
2
2
4
5
6
8
9
2/3
1/3
2/3
1/3
4
6
8
10
12
14
16
8
-
6
9
12
15
18
21
24
4 213
12
10
18
l 6 2/3
8
12
16
I
23 1/3
2o
I
28
24
I ;: I ;:
20
24
24
16
14
21
28
35
42
49
56
16
24
32
40
48
56
64
18
21
36
45
54
63
12
20
30
40
50
60
IO
22
33
44
55
66
11
24
36
48
60
12
84
18 2/3
28
37 1/3
46 2/3
56
65 1/3
74 2/3
21
32
42
53
64
14
85
12
42
56
70
84
98
12
26
40
54
68
I2
2 1 1/3
26 21’3
32
3 1 1/3
42 2/3
48
53 1/3
58 2/3
64
32
40
48
56
64
12
80
88
96
6 2/3
10
13 1/3
16 2/3
:0
!3 1/3
i6 2/3
10
33 1/3
40
46 2/3
53 1/3
60
66 2/3
13 1/3
80
50
60
IO
80
90
00
10
20
0 2/3
3 1/3
6
8 2/3
11 1/3
;4
16 2/3
19 1/3
4
6
142/3
18
24
30
36
48
42
14
32/31
5 1/2
13 1/3
12
16
20
24
28
32
36
40
44
48
12
6
9
---
8
12
16
20
28
24
32
54
60
66
31/31
5
12
18
24
30
36
42
6
8
0
4
6
8
10
24
9 1/3
14
18 2/3
23 1/3
28
32 2/3
5 1/3
8
1 0 2/3
13 1/3
16
1 8 2/3
2 1 1/3
2
22
5 113
8
1 0 2/3
16
2 1 1/3
26 213
32
31 113
I
2 2/3
4
5 1/3
6 2/3
8
9 1/3
0 2/3
- --
3
4 I/
6
9
12
15
18
20
---
2
3
4
6
8
10
12
14
I
9 1/3
11 2/3
14
4
5 113
8
1 0 2/3
13 11’3
16
18
~
24
32
40
48
56
64
12
80
64
30
40
50
60
IO
80
90
100
I 80
60
72
84
96
108
120
I 96
74 2/3 93 1/3 112
85 1/3 1 0 6 2 / 3 128
1:
96
1120
1160
66 2/3
:1
83 1/3
100
93 1/3 116 2/3
06 2/3 133 1/3
20
1150
60
1200
1144
100
140
160
1180
1240
1/3
2/3
1/3
21’3
1/3
24
36
48
60
72
84
96
-48
64
80
96
28
44
60
16
92
54
72
90
08
26
44
62
80
98
16
14 2/3
93 1/3
12
30 2/3
49 11’3
68
86 2/3
05 11’3
24
85 1/3
06 2/3
28
49 1/3
I O 2/3
92
13 1/3
34 2/3
56
96
20
44
68
92
16
40
64
88
16 2/3
40
63 1/3
86 2/3
10
33 1/3
56 2/3
80
33 1/3
60
86 2/3
13 1/3
40
66 2/3
93 1/3
20
50
80
10
40
IO
00
30
60
12
-
*
2 6 2 / 3 29 1/3 32
40
44
48
53 1/3 58 2/3 64
6 6 2 / 3 13 1/3 80
80
88
96
93 1/3 102 2/3 112
06 2/3 117 1/3 128
~~
40
1264
1288
66 2/3
00
33 1/3
66 2/3
00
33 1/3
66 2/3
00
183 1/3
1220
256 2/3
293 1/3
330
366 21’3
403 1/3
440
200
1240
280
320
360
400
440
480
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
22
1
PROPERTIES OF STRUCTURAL LUMBER
IOMINAL
3IZE OF
PIECE
2
12 x
12 x
12 x
12 x
12 x
12 x
12 x
12
14
16
18
20
22
24
24
28
32
36
40
44
48
14 x
14 x
14 x
14 x
14 x
14 x
14
16
18
20
22
24
32
31
42
46
51
56
16 x
16 x
16 x
16 x
16 x
16
18
20
22
24
18 x
18 x
18 x
18 x
18
20
22
24
20 x 20
20 x 22
20 x 24
22 x 22
22 x 24
24 x 24
Tables of b a r d Measuun
BOARD FEET CONTENT WHEN LENGTH IN FEET EQUALS
4
6
48
56
64
72
80
88
96
2/3
1/3
2/3
1/3
65 i / 3
1 4 2/3
84
93 1/3
!02 2/3
112
-
1
I
12
84
96
108
120
132
144
98
112
126
140
154
168
10
8
96
112
128
144
160
116
192
1130 2/3
149 1/3
168
1862/3
205 1/3
224
I
12
I
228
261
294
326
359
392
2/3 261 1/3
1/3 298 2/3
336
2/3 313 1/3
1/3 4102/3
448
294
336
318
420
462
504
326
313
420
466
513
560
2/3 359 11’3
1/3 4102/3
462
2/3 513 11’3
1/3 564 2/3
616
392
448
504
560
616
612
426 2/3 469 1/3
480
528
533 1/3 586 21’3
586 2/3 645 1/3
640
704
512
516
640
704
168
540
600
660
120
648
120
192
864
I
1360
396
133 1/3 200
!46 2/3 220
2662/3 333 1/3 400
293 1/3 366 2/3 440
80 2/3
88
(61 1/3 242
322 21’3
403 1/3 484
384
480
288
24
I196
224
252
280
308
336
66 2/3
1 3 11’3
80
96
,
288
336
384
432
480
528
516
(240
-
22
264
308
352
396
440
484
528
~20
(32
264
,
240
280
320
360
400
440
480
54
60
66
12
1300
330
20
216
252
288
324
360
396
432
~ 1 1 0 2 / 3 ~ 2 11/31256
3
240
288
192
213 1/3 2662/3 320
234 2/3 293 1/3 352
320
384
256
;:1
I
192
224
256
288
320
352
384
85 1/31128
96
144
L062/3 160
117 1/3 116
192
128
I
18
168
196
224
252
280
308
336
42 2/3
48
53 1/3
58 21’3
64
I
16
144
168
192
216
240
264
288
120
140
160
180
200
220
240
I163 1/3
186 2/3
210
233 1/3
256 2/3
280
14
516
298 2/3 341 1/3 384
432
384
336
313 1/3 426 2/3 480
410 2/3 469 1/3 528
516
512
448
318
420
462
504
432
480
528
516
1 . 1
486
540
594
648
4 6 6 2 3 533 1 3 600
513 1 3 5RG 2 3 660
560
I640
1120
564 2/3 645 1/3 726
104
192
616
612
168
864
I
I
594
660
126
192
I
666 2 3 133 I 3 800
733 1 3 8 0 6 2 3 880
I800
I880
I960
806 2/3 881 1/3 968
1056
880
968
960
1056
1152
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
1
II
23
PROPERTIES OF STRUCTURAL LUMBER
Standard Sizes
of
Yard Lumber and Timbers
Details regarding the dressed sizes of various species of lumber are provided in the
grading rules of the agencies which formulate and maintain such rules. The dressed sizes
in the following table conform to the sizes set forth in the American Softwood Lumber
Standard, Voluntary Product Standard 20-70, and have been adopted for virtually all
structural lumber. While these sizes are generally available on a commercial basis, some
require special ordering and consequent extended lead time for supply. I t is good
practice to consult the local lumber dealer to determine what sizes are on hand or can
be readily secured.
NOMINAL A N D MINIMUM-DRESSED SIZES OF BOARDS, DIMENSION, A N D TIMBERS
(The thicknesses apply to
all widths and
all
widths
to
all thicknesses.)
Thicknesses
Item
1 Minimum dressed
Vominal
Dry I
Inches
1
1-l/4
1-1/2
3/4
1
1-1/4
Green'
-
Inches
2
3
4
5
-
2
1-1/2
2
1-9/16
24/16
3
3-1/2
2-1/2
2-9/16
3-1/16
2-l/2
3
4
4-1/2
3-1/2
4
3-9/16
4-1/16
11
12
11-1/4
16
2
3
13-1/4
15-1/4
1-1/2
2-1/2
11-1/2
13-1/2
15-1/2
1-9/16
2-9/16
4
5
6
8
10
3-1/2
4-1/2
5-1/2
7-l/4
9-1/4
3 -9,'16
12
11-1/4
13-1/4
15-1/4
1-1/2
2-1/2
11-1/2
13-1/2
15-1/2
1-9/16
2-9/16
3-1/2
4-1/2
5-1/2
7-1/4
9-1/4
3-9/16
4-5/8
5-5/8
7-1/2
9-1/2
16
2
3
8
10
thicker
......
1 / 2 of1
1.9'16
2-9/16
3-9/16
4-5,8
5-5.8
6-1/2
7-1/4
8-l/4
9-1/4
10-1/4
6
5 and
Inches
5-1/2
4
5
T i m b e r s - - -- - - .
1.112
2-1/2
3-1/2
4-1/2
6
14
Dimension
Green1
7
8
9
IO
14
Dimension
Dry1
~
Inches
25/32
1-1/32
1-9/32
w
Minimum dressed
Nominal
12
14
16
8 and
-wider
11-1/4
..
......
6-5/8
?-l/Z
8-1/2
9-1/2
10-1/2
4-5/8
5-5/8
7-1/2
9-12
11-1/2
13-1/2
15-1/2
1/2 O f 1
Dry lumber is defined as lumber which has been seasoned to a moisture content of
19 per cent or less. Green lumber is defined as lumber having a moisture content i n
excess of 19 per cent.
1.
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
24
PROPERTIES OF STRUCTURAL LUMBER
Properties of Standard
Dressed
Sizes
Certain mathematical expressions of the properties or elements of sections are used
in computing the values of structural members of various shapes for the various
conditions under which they are subjected t o stress. The properties or elements of
sections o f certain standard sizes of boards, dimznsion, and timbers are given in the
following tables.
NEUTRAL AXIS, in the cross section of a beam or column in a state of flexure,
is the line o n which there is neither tension or compression.
The neutral axis, X-X in the following tables of properties of rectangular and
square sections of lumber has been assumed as perpendicular to the depth of the section
at its center, the depth "d" being parallel to and in the direction of the application of
the force or load.
MOMENT OF INERTIA, I, of the cross section of a beam is the sum of the
products o f each of its elementary areas by the square of their distance from the neutral
axis o f the section.
SECTION MODULUS, S, is the moment of inertia divided by the distance from
the neutral axis t o extreme fiber of the section.
CROSS SECTION is a section taken through the member perpendicular to its
longitudinal axis.
The following symbols and formulas apply to rectangular and square beam sections
with neutral axis perpendicular to depth at center, d/2.
A
=
area of section in square inches = bd
b
=
breadth in inches of beam face opposed to
applied
d
=
I
=
c
=
height or depth in inches of beam face parallel with the direction of the action
of the force or load.
bd3
moment of inertia in inches4 =
__
12
d
distance in inches from axis to extremities of section = 7
r
=
radius of gyration in inches =
S
=
section modulus in inches3 =
X-X
=
neutral axis
or
t o which the force or load is
YI/A
I
-
c
bd2
-
6
kbd
L
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
861.19
066'84
181'08
CL8.87
895'07
94I'SE
876'62
O71'7Z
lC8.61
CZL'7I
118'8
E62'9
9LL'C
810.44
16L'OS
COL'S$
910.I'r
821.9C
179'1C
(86.92
992'22
814'11
168'21
OL6'L
799'8
86C.C
886'87
261'77
529'07
887'91
262'21
821'82
886'52
261'61
829'81
887'11
6V0'1
8E0'5
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6 c e . z ~ 611'9E
L61'6E
768'LC
L78'8C
697'0C
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106.IE
swez
609'72
796'02
81E'LT
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920.01
891 ' 9
407'7
E79.Z
612.72
760'12
696'Ll
778'71
611'11
768'8
982'8
91L.C
992'2
664'0C
866'12
161'82
981'22
zei'oz
81511
116'71
OLE'ZI
991'6
191.1
807'7
1hI.L
888'1
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Cl1'069
21l'lIlE
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787'1124
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1 I f ~ 5 9 1 175'056
c i e ' z i i 648'818
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219'192
C18'1C
786'101
208.71
706'82
077'6
288'1
611'2
610'1
018'1
669'1
888 1
221'1
1Cl.I
776 0
089.0
482'0
__
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ei8"1v
680'17
072'1C
O27'EC
109'62
181'82
296.12
271'81
CZC'71
CO4'OI
789'9
+ILL'?
898'2
161'07
L86'9f
918'CC
8LO'OE
179'92
COZ'EZ
991'61
UZC'91
168'21
E57'6
910'9
162'7
818'2
C06'81
L78'7.C
261'62
911'91
189'12
EZ9'02
695'Ll
718'71
887.11
C07'8
17E.8
618'1
262'2
Sl'i'lC
I7L.82
890'92
76C.12
OZLOZ
170'81
EL1'41
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9ZO'OI
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619'7
27C'C
400'2
LZ6'92
8C9'72
77C'ZZ
250'0Z
091'11
697'51
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488'01
768'8
ZOC.9
010'7
898'2
611.1
682'1
ZE7'1
971'1
688'0
-89'91
6b.01
799'5
!62'7
L62'9
711'7
3CO.E
201.1
149'0
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!SE'Ol
18L.8
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205'11
991'6
801'21
111'01
OC6'1
910'9
328'E
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179'1
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01 ' 9 1
219'11
172'11
118'8
789'9
CSZ.7
810.C
C28'1
18'PI
88'21
8C6.01
CC6'8
670.1
LK.4
co7'c
117.2
8S7.1
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L S l i
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?Ll'l
112'9
112.4
3CC"I
361'1
115'2
179.1
coz'e
760'1
OL5'6
698.1
891.9
6L9'7
116'2
LZ1'Z
912'1
992'6
180'8
9C8'9
129'5
507'7
Z'IC'C
121'2
87L.9
982'4
010'7
288'2
Eze.1
~
128'5
889'7
748 ' C
1ZO'C
262'2
887'1
IC8.7
201'7
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(79'2
500'2
912'1
6C7.22
O(5'02
OZ9'81
011'91
008 71
168'21
186'01
lL0'6
191'1
242'8
271'1
18C'Z
217'1
911.0
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~
21'11
199.6
176'1
106'9
688'5
818'7
9LLC
898'2
128'1
181'0
116'0
116'0
328'0
621'0
819'0
L78'O
-
010'8
7CL.Z
065'01
102'6
E18'1
727'9
<EO'S
618'1
117'2
270'1
384'0
128'0
947'0
- 16E'O
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648'8
818'7
9LL.E
598'2
EZ8'1
ZOC.1
171'7
918'E
168'2
992.2
6ll'l
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992'6
150'8
918'9
129'5
807'7
27C'C
121 ' 2
618'1
116'0
622'908
62L'CZV
E95'87C
621'082
622'022
L90'191
622'121
621'28
C98.14
621'12
622'11
6ZL'S
C90'Z
161 '8762
980'584'I
787'86LL
08E'9472
911 '9011
219'LZII
890'169
C96'261
68E'C61
582'9L
149'61
191'1
174'1
918.0
E61'0
L'SEl
P'ZOI
828'CL
116'67
199.0C
979'LI
971'1
979 C
C1C'l
'
PEOT
S 8 1 9
C82.417
078'0C2
871'111
925'87
405.21
185'7
786'0
947.0
82E.O
EZ1'0
619'9
181'5
188.7
410'9
L71 ' 1
iec.2
615'1
189.0
106'96
ISI'EL
7C1'24
I59'8E
106'12
709'21
701'8
8C6'0
DL8'8EL
529.787
1L9'962
388'791
16E.61
199'7E
5C6.8
92C'O
7CZ.O
380'0
-
187'C
OE6'2
607'2
3a8.l
116'0
168'EV
1'19'IC
16C'lZ
171'EI
C95 ' L
E90.C
LOL'O
511.062
516'111
?E6'86
;E9'17
!6102
58C.5
?lI.I
270'1
116'0
189.0
595'1
156'1
18L'O
--
'41 E 7
'qT 04
!19'2
391'2
569'1
582.1
X8'0
2E7'1
116'0
Of6'2
77C.Z
126'1
014'1
971'1
62L.O
180'2
9Eh'0
388'0
1ZE'O
149'0
-
989 ' 1
221'1
607'2
888'1
'41
07
100'1
8C9'0
841'1
477'1
EEI'I
688'0
174'0
'q1 8C
'41
597'1
'102'1
'176'0
311.0
357'0
oc
028'41
569'01
014'9
181'C
1EE.l
181'0
'91 52
5
snmaok
NOIL33S
586'88
397'67
!18'CZ
361'01
189 ' 2
I
VIL83NI
10
IN3HOU
3215
1VNIUON
26
1
PROPERTIES OF STRUl rURAL LUMB
v
STANDARD
b( inches) d
10 x 1
10 1 2
10 x 3
10 x 4
10 x 6
10 x 8
10
10
10
10
10
10
10
10
12
12
12
12
12
12
12
12
12
12
12
12
12
12
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
10
12
14
16
18
20
22
24
1
2
3
4
6
8
10
12
14
16
18
20
22
24
Ap
DRESSED
SIZE
NOMINAL
SIZE
SECTION
A
(S4S)
b(inehes)d
9 114 x
9 114 x
9 114 x
9 1/4 x
9 1/2 x
9 112 x
9 112 x
9 112 x
9 112 x
9 112 x
9 112 x
9 1/2 x
9 112 x
9 I/! x
1
I
I
I
1
1
I
I
1
1
2
3
5
7
9
11
13
15
17
19
7
112
x
314
112
112
1/2
1/2
1/2
112
112
112
112
112
1/2
21 1 / 2
23 1 / 2
1/4 x
114 x 1
114 x 2
114 x 3
1/2 x 5
i/2
1/2 x 9
1 / 2 x 11
1 6 6 . 2 5 0 4242.836
185.250 5870.109
204.250 7867.879
223.250 1 0 2 7 4 . 1 4 8
3/4
1/2
112
112
112
112
112
63.250
159.443
86.250
404.297
109.250
821.651
1 3 2 . 2 5 0 1457.505
155.250 2357.859
178.250 3568.713
201.250 5136.066
224.250 7105.922
247.250 9524.273
270.250 12437.129
1/2
112
1/2
1/2
13 112
1 1 1 2 x 15
1 1 1 2 x 17
1 112 x 1 9
1 112 x 2 1
1 1 1 2 x 23
MOMENT
OF
INERTIA
I
112
112
I
M i a
SECTION
MODULUS
I P m m e r t i ~of
~
Standard Dressed lS4Sl Lumber Siza
Weight i n pounds per l i n e a r foot of p i e c e
weight of wood p e r cubic foot e q u a l s :
35 Ib.
40 l b . 4 5 l b .
30 l b .
lb.
__
--25
S
when
50 l b .
-
0.867
3.469
9.635
18.885
47.896
89.063
142.896
209.396
288.563
380.396
484.896
602.063
731.896
874.396
1.204
2.409
4.015
5.621
9.071
12.370
15.668
18.967
22.266
25.564
28.863
32.161
35.460
38.759
1.445
2.891
4.818
6.745
10.885
14. a44
18.802
22.760
26.719
30.677
34.635
38.594
k2.552
$6.510
I . 686
3.372
5.621
7.869
12.700
17.318
21.936
26.554
31.172
35.790
40.408
45.026
49.644
54.262
1.927
3.854
6.424
8.993
14.514
19.792
25.069
30.347
35.625
40.903
46.181
51.458
56.736
62.014
2.168
4.336
7.227
10.117
16.328
22.266
28.203
34.141
40.078
46.016
51.953
57.891
63.828
69.766
2.409
4.818
8.030
11.241
18.142
24.740
31.337
37.934
44.531
51.128
57.726
64.323
70.920
77.517
4.219
11.719
22.969
57.979
107.813
172.979
253.479
349.313
460.479
586.979
728.813
885.979
1058.479
2.930
4.883
6.836
10.981
14.974
18.967
22.960
26.953
30.946
34.939
38.932
42.925
46.918
3.516
5.859
8.203
13.177
17.969
22.760
27.552
32.344
37.135
41.927
46.719
51.510
56.302
4.102
6.836
9.570
15.173
20.964
26.554
32.144
37.734
43.325
48.915
54.505
60.095
65.686
4.688
7.813
10 938
17.569
23.958
30.347
36.736
43.125
49.514
55.903
62.292
68.681
75.069
5.273
8.789
12.305
19.766
26.953
34.141
41.328
48.516
55.703
62.891
70.078
77.266
84.453
5.859
9.766
13.672
21.962
29.948
37.934
45.920
53.906
61.892
69.878
77.865
85.851
93.837
- __ - __
__
2.637
2.930
1.758
2.051
2.344
1.465
1.055
__ __ __ __ 4.831
5.521
6.211
6.901
3.451
4.141
14 x 2
14 x 3
14 x 4
14 x 6
14 x 8
14 x 10
14 x 1 2
14 x 16
14 x 18
14 x 20
14 x 2 2
14 x 24
3
3
3
3
3
3
3
3
3
1/4
1/4
112
x
1 112
x
2 112
x
3 112
112 x 5 1 / 2
112 x 7 112
112 x 9 112
1 / 2 x 11 1 / 2
112 x 1 5 112
112 x 17 112
3 112 x 19 1 / 2
3 112 x 2 1 112
3 112 x 23 112
19.875
3.727
33.125
17.253
47.250
48.234
74.250
187.172
101.250
474.609
128.250
964.547
1 5 5 . 2 5 0 1710.984
209.250 4 1 8 9 . 3 5 9
236.250 6029.297
263.250 8 3 4 1 . 7 3 4
290.250 11180.672
317.250 14600.109
4.969
13.802
27.563
68.063
126.563
203.063
297.563
540.563
689.063
855.563
1040.063
1242.563
5.751
8.203
12.891
17.578
22.266
26.953
36.328
41.016
45.703
50.391
55.078
6.901
9.844
15.469
21.094
26.719
32.344
43.594
49.219
54.844
60.469
66.094
8.051
11.484
18.047
24,609
31.172
37.734
50.859
57.422
63.984
70.547
77.109
9.201
13.125
20.625
28.125
35.625
43.125
58.125
65.625
73.125
80.625
88.125
10.352
14.766
23.203
31.641
40.078
48.516
65.391
73.828
82.266
90.703
99.141
11.502
16.406
25.781
35.156
44.531
53.906
72.656
82.031
91.406
00.781
10.156
16 x 3
16 x 4
16 x 6
16 x 8
1 6 x 10
16 x 12
16 x 14
16 x 1 6
16 x 18
1 6 x 20
16 x 22
1 6 x 24
5
5
5
5
5
5
5
5
5
5
5
5
112
112
x
1/2
1/2
1/2
1/2
112
1/2
1/2
x
2 112
3 112
5 112
7 1/2
9 112
11 1 / 2
1 3 112
15 1/2
17 1 1 2
19 1 / 2
21 112
23 1 1 2
38.750
20.182
54.250
55.380
85.250
214.901
116.250
544.922
1 4 7 . 2 5 0 1107.443
178.250 1964.463
209.250 3177.984
240.250 4810.004
271.250 6 9 2 2 . 5 2 3
302.250 9577.547
333.250 12837.066
364.250 16763.086
16.146
31.646
78.146
145.313
233.146
341.646
470.81 3
620.646
791.146
982.313
1194.146
1426.646
6.727
9.41R
14,800
20. I 8 2
25.564
30.946
36.328
41.710
47.092
52.474
57.856
63.238
8.073
11.302
17.760
24.219
30.677
37.135
43.594
50.052
56.510
62.969
69.427
75.885
9.418
13.186
20.720
28.255
35.790
43.325
50.859
58.394
65.929
73.464
80.998
88.533
10.764
15.069
23.681
32.292
40.903
49.514
58.125
66.736
75.347
63.958
92.569
101.181
12.109
16.953
26.641
36.328
46.016
55.703
65.391
75.078
84.766
94.453
04.141
13.828
13.455
18.837
29.601
40.365
51.128
61.892
72.656
83.420
96.184
04,948
15.712
26.476
6
8
10
7
7
7
7
7
7
7
7
7
7
5 112
7 112
9 1/2
11 1 / 2
13 112
96.250
242.630
131.250
615.234
1 6 6 . 2 5 0 1250.338
201.250 2217.943
236.250 3588.047
271.250 5410.648
306.250 7815.754
341.250 10813.359
376.250 1 4 4 9 3 . 4 6 1
4 1 1 . 2 5 0 18926.066
164.063
263.229
385.729
531.563
700.729
893.229
1109.063
1348.229
1610.729
22.786
28.863
34.939
41.016
47.092
53.168
59.245
65.321
71.398
27.344
34.635
41.927
49.219
56.510
63.802
71.094
78.385
31.901
40.408
48.915
57.422
65.929
74.436
82.943
91.450
99.957
36.458
46.181
55.903
65.625
75.347
85.069
94.792
104.514
114.236
30.078
41.016
51.953
62.891
73.828
84.766
95.703
06.641
17.578
28.516
33.420
45.573
57.726
69.878
82,031
94.184
06.337
18.490
30.642
42.795
18
18
18
18
18
18
18
18
18
18
x
x
x
x
x
x
x
x
x
x
12
14
16
18
20
22
24
112
112
x
x
x
x
x
x
x
x
x
112 x
112
1/2
1/2
1/2
112
x
x
x
x
x
112 x
112 x
1/2
1/2
1/2
x
x
x
1s
17
19
21
23
112
112
1/2
1/2
1/2
-- -- __ - -
- __ __ __
23.394
26.736
88.229 16.710
20.052
__ __
85.677
- __
- __ - __
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
I
I
27
PROPEF
NOMINAL
SIZE
SECTION
MODULUS
98.313
182.813
293.313
429.813
592.313
780.813
995.313
1235.813
1502.313
1794.813
Weight i n pounds per l i n e a r foot of p i e c e when
weight
of
wood per
I
25 l b .
30 l b .
35
18.620
25.391
32.161
38.932
45.703
52.474
59.245
66.016
72.786
79.557
108.396
201.563
323.396
473.896
653.063
860.896
1097.396
1362.563
1656.396
1978.896
20.530
27.995
35.460
42.925
50,391
57.856
65.321
72.786
80.252
87.717
118.479
220.313
353.479
517.979
713.813
940.979
1199.479
1489.313
1810.479
2162.979
22.439
30.599
38.759
46.918
55.078
63.238
71.398
79.557
87.717
95.877
22.344
30.469
38.594
46.719
54.844
62.969
71.094
79.219
87.344
95.469
__
24.635
33.594
42.552
51.510
60.469
69.427
78.385
87.344
96.302
05.260
~
cubic f o o t e q u a l s :
lb.
26.068
35.547
45.026
54.505
63.984
73.464
82.943
92.422
101.901
111.380
~
28.741
39.193
49.644
60.095
70.547
80.998
91.450
101.901
112.352
122.804
~
26.927
36.719
46.510
56.302
66.094
75.885
85.677
95.469
05.260
15.052
31.415
42.839
54.262
65.686
77.109
88.533
99.957
111.380
122.804
134.227
29.7921 33.516
50 Ib.
37.24c
50.781
64.32I
77.865
91.40f
104.945
118.49C
132.031
145.571
159.115
!
__
44.792
56.736
68.681
80.625
92.569
104.514
116.458
128.403
140.347
50.391
63.828
77.266
90.703
104.141
117.578
131.016
144.453
157.891
35.903
48.958
62.014
75.069
40.391
55.078
69.766
84.453
--
41.055
55.99c
70.92C
85.851
100.781
115.712
130.642
145.573
160.503
175.434
44.878
61.198
77.517
93.637
110.156
126.476
142.795
159.115
175.434
191.753
-
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
28
WOOD BEAMS
General Design Information
Investigation of the strength and stiffness requirements of a wood beam under
transverse loading should take into consideration the following factors:
Bending moment induced by the load
Deflection or deformation caused by the load
Horizontal shear at supports
Bearing on supporting members
Any one of these four factors may control the design although deflection is not a
matter of safety and would be a control only where appearance or comfort t o occupants
is important.
Design Loads
Design load consists of the dead load, which is the weight of the structure plus
any permanently fixed loads, and the live loads. The live load may be taken from a
building code or a design standard, or it may be determined by experience with the
intended use of the building or structure.
Span
The effective span length of a beam may be taken as the distance from
face-to-face of supports plus one-half the required length of bearing at each end, except
for continuous beams the span length is measured from the center of bearing a t those
supports over which the beam is continuous.
Design Values
Unit design values
Specification for Wood
Association. As indicated
load and other conditions
for design of wood beams are given in the National Design
Construction, published by the National Forest Products
therein, these stresses are subject t o adjustment for duration of
of use.
Net Sizes of Lumber
Lumber is customarily specified in terms of nominal sizes. Computations used in
design should be based on the net dimensions, or actual sizes.
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
29
WOOD BEAMS
Notatiom
Except where otherwise noted, the following symbols are lsed in the formulas for beams:
F,.F,'
f"
I
KbE
L
0
0,
0"
M
P
PIA
psi
Q
RB
S
V
W
W
X
A
= 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
= tabulated and allowable compression design value perpendicular to grain, psi
= tabulated and allowable tension design value parallel to grain, psi
= actual tension stress parallel to grain, psi
= tabulated and allowable shear design value parallel to grain (horizontal shear), psi
= actual shear stress parallel to grain, psi
= moment of inertia, in4
= Euler buckling coefficient for beams
= span length of bending member, feet
= span length of bending member, inches
= effective span length of bending member, inches
= laterally unsupported span length of bending member, inches
= maximum bending moment, inch-pounds
= total concentrated load or total axial load, lbs
= axial load per unit of cross-sectional area, psi
= pounds per square inch
= statical moment of an area about the neutral axis, id
= slenderness ratio of bending member
= section modulus, in3
= shear force, lbs
= total uniform load, pounds
= uniform load in pounds per unit of length
= distance from heam support face to load, inches
= deflection due to load, inches
Beam Diagrams and Formulas
Pages 41 through 57 provide a series of shear and moment diagrams with accompanying formulas for beams
under various conditions of static loading.
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
30
WOOD BEAMS
-
W ' W L
AL
W L
v : 7
Ab
L
M =
wL2(121 - 3wL
2
D
W L
Vz-
2
2
Resisting Moment
The resisting moment of a beam i s the product of the allowable fiber stress in bending
'for the species and grade of lumber, Fb, and the section modulus of the beam. The formula is
as follows:
M = FbS
bd2
in which S for a rectangular Section = 6
Equilibrium in Bending
Since the resisting moment must be equal to or greater than the induced bending moment i n order to maintain static equilibrium, the formulas for each may he equated a s follows:
2
3wL
F S = b
2
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
31
NOOD 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
following form:
a
given size of beam and load per linear foot, the equation takes the
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, dlb, based on nominal dimensions is:
(a) 2 to 1 ; no lateral support shall be required.
(b) 3 to 1 or 4 to 1 ; the ends shall be held in position, as by full depth solid blocking, bridging, hangers,
nailing or bolting to other framing members, or other acceptable means.
(c) 5 to 1; one edge shall be held in line for its entire length.
(d) 6 to 1; bridging, full depth solid blocking or cross bracing shall be installed at intervals not exceeding
8 feet unless both edges are held in line or unless the compression edge of the member is supported
throughout its length to prevent lateral displacement, as by adequate sheathing or subflooring, and the
ends at points of bearing have lateral support to prevent rotation.
(e)
7 to
1;
both edges shall be held in line for their entire length.
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
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, RB, for bending members shall not exceed 50.
The effective span length, e,, for single span or cantilever bending members shall be determined as follows:
Cantilever
Single Span
Beam
<I
I,/d
2
0, = 1.339,
e, =
0.9oe, +
concentrated load at unsupported end
0, = 1.87PU
0, = 1.44P, + 3d
uniformly distributed load
e, = 2.060,
Pe = 1.630, + 3d
e, = i.8oeU
0, = 1.370, + 3d
0, = 1.840,
9 , = 1.849,
CONDITION
!,Id
uniformly distributed load
concentrated load at center with
intermediate lateral support
equal end
moments
no
7
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:
when O,ld < 7
when7 4 P,/d 4 14.3
when O,/d > 14.3
e, = 2 . 0 6 ~ "
0, = 1.639, + 3d
ec = i.84eU
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:
1 +(Fm
cL-
in which
1.9
- 1 p
0.95
Fb* = tabulated bending design value multipliedby all applicable adjustment factors except Cfu, C,
NDS section 2.3). and C,
F~~ = K ~ ~ E ' / R ~ *
= 0.438 for visually graded lumber and MEL
%E = 0.609 for products with COVE 5 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 @. 13) and size factor modification @. 33).
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33
WOOD BEAMS
Size Factor for Rectangular Beams
A s the depth of a beam increases there is a slight decrease in the unit bending strength. Since
laboratory test values for clear wood are determined on the basis of a beam 2 inches in depth, it is
customary practice to adjust the clear wood values to a depth of 12 inches in assigning allowable
bending stresses t o visually graded lumber. For large rectangular sawn beams deeper than 12
inches, the size factor may be determined from the following formula:
in which,
CF = size factor
d = actual depth of beam, inches
The size factor is not applicable to visually graded
inches thick.
or
machine stress rated lumber 2 to 4
Values for CF for solid-sawn beams having various depths are as follows:
13.5
15.5
17.5
19.5
21.5
23.5
25.5
27.5
0.987
0.972
0.959
0.947
0.937
0.928
0.920
0.912
in.
in.
in.
in.
in.
in.
in.
in.
To calculate the resisting moment of a beam deeper than I 2 inches, the size factor is
inserted in the standard formula as follows:
M =CFF~S
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MOOD BEAMS
Design for Bending and Axial Loading Combined
Loading conditions on a heam, 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
w
P
-
P
WL
Figure 8. Bending and Axial Tension Combined
From Figure 8, the induced tension stress f, = P/Aand the induced unit bending stress fb = MIS.
The member is in equilibrium when:
A
-+-
F:
fb
F6*
51.0
and
fb-A 5
Fb* *
1.0
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,
Bending and Axial Compression
P
Fiure 9.
w
-
WL
P
Bending and Axid Compression Combined
From Figure 9, the induced unit compression stress f, = P/A and the induced unit bending stress
MIS. This member is in equilibrium when:
fb =
fbl, Fbl’ and F,,,
and the appropriate application of the above equation are as detined on page 200.
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35
WOOD BEAMS
Design for Deflection
The deflection of a beam is a measure of the deformation which occurs as the
beam resists bending under applied load. When the induced bending stress does not
exceed the applicable design value, this deformation does not seriously affect the
endurance of t h e beam. Thus, where appearance or rigidity of the assembly is not
important, deflection may be ignored and the design based on strength alone. However,
where appearance or rigidity is important, deflection may be the controlling factor in
determing the size of member required. Another reason for limiting deflection is t o
control vibration due to impact on residential floors.
Conditions for Design
The reason for controlling deflection has bearing on the design load selected.
Deflection due t o the dead load of the materials of construction has occured by the
time they are installed. Where the purpose is t o provide adequate rigidity to avoid
damaging brittle materials or t o eliminate excessive vibration in floors due to impact,
design for live load only is adequate.
The deflection of a wood beam, under long-continued full design load, will increase
beyond what it was immediately after the load was first applied, but without
endangering the safety of the beam. Where it is necessary to limit the deflection under
such longcontinued loading, extra stiffness can be provided in the design stage by
increasing member size. This can be done by applying an increase factor t o the
deflection due t o long-term load. Total deflection is thus calculated as the immediate
deflection due t o long-time or permanent loading, times the appropriate increase factor,
plus deflection due to the short-term or normal component of the design load. It has
been customary practice t o use a deflection factor of I % for glued laminated timber or
seasoned sawn lumber, or 2 for unseasoned sawn lumber, when calculating deflection due
to long-term loading. In any case, it should be understood that the recommended values
for modulus of elasticity will give the initial deflection of a beam and that this will
increase under long-continued, full design load.
Deflection Limits
Deflection limits are expressed as a fraction of the span and the selection'of an appropriate
limit has generally been a matter of judgment on the part of the designer. Originally, it was
believed that a limitation of !2/360 of the span, in inches, was required to avoid the cracking of
plaster. However, more recent research has demonstrated that other factors have equal or greater
bearing on the tendency of plaster t o crack in service. The limit of p/360 has continued in use,
mainly for the purpose of providing comfortable floors free from excessive vibration under impact.
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36
WOOD
BEAMS
~~
The most generally used deflection limits are a s follows:
Calculati
For floor joists
1/360 of span, inches
For ceiling joists
U360 of span, inches
For roof framing with slope of 3 in 12 or less
U 2 4 0 of span, inches
For roof framing with slope more than 3 in 12
1!/180 of span, inches
for Deflection
Pages 41 through 57 provide formulas for calculating deflection for various loading
conditions for beams. From these formulas, it can be seen that resistance to deflection of a
beam under load is provided by the product of the modulus of elasticity, E, and the moment
of inertia, I. For a simply supported beam under uniform loading, as illustrated inFigure7,
maximum deflection occurs at mid-span, or at L/2, and the formula is as follows:
A = -5w13
384EI
When converted, this formula becomes
This initial formula is altered further on the basis of the acceptable deflection limit
a s shown in the explanation which follows.
1. When the deflection limit is 1 /360, or L/30, the formula is a s fol1ows:i
-L - 30
or,
22.5wL4
E1
E1 = 675wL
2. When the deflection limit i s 2 /300.
- L_
25
or,
-
or
3
L/25. the formula is a s follows:
22.5wL
E1
4
E1 = 562.5wL 3
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31
WOOD BEAMS
3. When the deflection limit is
1 /240. or L/20. the formula is a s follows:
-L - 20
or,
4
22.5wL
E1
E1 = 4 5 0 w L
4. When the deflection limit is 1 /180,
-L_
15
or,
-
or
3
L/15. the formula is as follows:
4
22.5wL
E1
3
E1 = 3 3 7 . 5 WL
For a specified deflection limit, the appropriate formula in items 1 through 4 may
be used to determine any one of the four factors of E, 1, W, or L provided the other three
factors are known. It should be noted that the preceding formulas apply only for the conditicin of loading illustrated in Figure 7. Formulas for other conditions of loading may be
developed by following a similar procedure and using the appropriate information from the
moment diagrams on pages41 through 57.
Design for Horizontal Shear
A beam subjected to a vertical shearing force is also subjected t o a horizontal or longitudinal
shearing force. Such a vertical load results in a tendency of the upper part of the beam to slide by
the lower part, as illustrated in Figure IO. To maintain equilibrium within the beam, the shear
resistance of the wood must equal or exceed the horizontal shear induced by the vertical load. I n a
rectangular beam, the maximum intensity of horizontal shear occurs at the neutral axis of the
section and is dependent upon the magnitude of the vertical shear force.
P
+
---__---
NEUTRAL
AXIS
L
v = -P
2
Figure 10. Horizontal or Longitudinal Shear in Simple Beam
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3a
WOOD BEAMS
Calculations for Horizontal Shear
The maximum horizontal shear stress in
formula:
f
For a
a
wood beam is calculated from the following
=vQ
Ib
rectangular beam b inches wide and d inches deep, this formula becomes
3v
fv = 2bd
in which f v may not exceed the design value in horizontal shear, Fv for the
species and grade of lumber used.
Horizontal Shear in Checked Beams
In the stress grades of solid-sawn beams, allowances have been made for checks, end splits
and shakes in assigning the design values for horizontal shear and design computations are based
on the full depth of the beam. Because the upper and lower portions of a beam seriously checked
near the neutral axis act partly as two beams and partly as a unit, a part of the vertical design
shear, V, is resisted internally by each half of the beam acting separately to supplement the
resistance at the neutral axis of the beam. Recognition of the redistribution of stress just
described is accomplished by modifying the vertical design shear, V, as indicated in the following:
(a)
Take i n t o account any relief to the beam resulting from distribution of load
to adjacent parallel members by flooring or other members.
(b) Neglect all loads within
the beam.
a
distance from either support equal t o the depth of
(c) With moving loads, place the largest one at a distance from the support equal
t o the depth of the beam, keeping others in their normal relation.
(d) Treat all other loads in the usual manner.
I f a member does not qualify for shear resistance under the foregoing procedure, which for
certain conditions may be over conservative, the reaction for concentrated loads should be
determined more accurately by the following formula:
V =
P (Pc-X) (xld)2
0, [2 +(x/d)2]
where Pc = clear span.
For additional information on shear controlled design. see the detailed shear design
piocedure in the National Design Specification for Wood Construction.
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39
WOOD BEAMS
Notched Beams
Notching of beams should be avoided, especially on the tension side of the
member. Stress concentrations due t o notches can be reduced by using a gradual tapered
notch configuration in lieu of a square-cornered notch. Notches at the ends d o not
affect bending strength directly, but d o affect shear strength.
Notches in sawn lumber bending members shall not exceed one-sixth the depth of
the member and shall not be located in the middle third of the span. Where members
are notched at the ends, the notch depth shall not exceed one-fourth the beam depth.
The tension side of sawn lumber bending members of 4 inch or greater nominal
thickness shall not be notched, except at ends of members.
The shearing strength of a short, relatively deep beam notched on the lower face at the end
is decreased by a n amount depending on the relation of the depth above the notch to the depth
of the beam. This condition is illustrated in Figure I I .
1
d’
-r
Figure 1 1 . Horizontal Shear
in
Notched Beams
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WOOD BEAMS
When designing a beam having square-cornered notches at the ends, as in Figure
1 1 , the desired bending load should be checked against the load obtained by the
following formula:
When the depth of a beam at an end has been reduced by a very gradual change
in cross section, rather than by an abrupt change in section, the designer may choose to
analyse the beam by the shear formulas applicable to straight or tapered beams, rather
than the formula for notched beams, but using the reduced depth, d ' , rather than the
full depth, d .
k i w for Bearing on Supports
The load on a wood beam tends to compress the wood fibers at points where the
beam rests on supporting members. Thus, the area of bearing on such supports must be
large enough to transfer the load without damage to the wood fibers. Such required
bearing area is determined by dividing the reaction by the design value in compression
perpendicular to grain, FcL, for the species and grade of lumber to be used.
For bearings less than 6 inches in length, located away from the ends of a wood
beam, higher stresses in compression perpendicular. to grain may be used safely. For
bearings shorter than 6 inches, located 3 inches or more from the end of a beam, the
design value in compression perpendicular to grain may be increased in accordance with
the following factors:
I
Factor
1.75
I
I
1.38
1.25
1.19
1.13
1.10
1.00
For stress under a washer, the same factor may be taken as for a bearing whose
length equals the diameter of the washer.
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41
WRMULAS AND DIAGRAMS FOR STATIC LOADS
Simple Beam-Uniformly Distributed b
e
d
R=V
. . . . . . . . . . . .
wl
E-
2
. . . . . . . . . . . . .
. . . . . . .
. . . . . . . . . . . . .
V
7
A n u . (e+
AI
o.ntw)
=-
wl=
8
WI
=-(I-=)
2
. . . . . . . =-
. . . . . . . . . . . . .
6 wl'
3M El
= -(PWI
24El
211
+ x')
M max
Moment
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42
FORMULAS AND DIAGRAMS F O R STATIC LOADS
Simple Beam-Uniform load Partially Distributed at One End
= V, mal.
R,
R.=V,.
Rl
. . . . . . . . . .
. . . . . . . . . . .
= -(21-a)
W.
_--
2I
W.'
21
Vx
(when.<.)
. . . . . .
=R,--un
Mx
(when.>.)
. . . . . .
=R,(/-X)
. . . . . .
-
. . . . . . . . . . . .
-
. . . . . . . . . . . .
-
T-
YL
r
Hma
L
A.
w.'(l-x)
(4x1-22-
24El1
a')
Moment
Simple Beam-Uniform load Partially Distributed at Each End
R2
1
vz
R,
= V,
R,
= V,
. . . . . .
Vx
(when.
<a)
VX
(when x
>
Vi
(whmx>(a+b)).
Mx
(wh.nx<a)
and
<
(a
1
. .
,
a)
W,.(Z/-
+ WL'
21
wr(21-
e.)
+
W,.'
21
= R.-w,i
+ b)
. . .
=Rz-w2(l-x)
. .
=R,x--
,
WI.'
2
Moment
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pursuant
to License
Agreement.
No further reproductions authorized.
Data
reproduced
by courtesy of Western
Wood
Prcducts
Assmiation
43
1
FORMULAS AND DIAGRAMS FOR STATIC LOADS
Simple b u n - b e d Increasing Uniformly to One End
. . . . . . . . . . .
I,=&.
R,
= V, mal. . . . . . . . . . .
v.
. . . . . . . . . . . . .
=-W
3
ZWI
== .I283 w1
9 \I7
Mx
. . . . . . . . . . . . .
W.
=-(l'-x'l
31'
Moment
Simple Beam-Load Increasing Uniformly to Cmtu
. . . . . . . . . .
R = V . .
(6
him...
0
M.
-7
...<;,.
v.
atuntw
. . . . . . .
W
2
W
I
-(1.21'
. . . . .
4l.I
Wl
I-
b
- (:
.
. . . . . . . -_
me
. . . . . . . . . . . . I'
(wh.nx<-!).
h.. (.tc.nhr)
A x.
......
-_
-
-WI
:I
WI'
W.
--(Sl'-4l'l'
480El
Moment
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44
K)RMUIAS AND DIAGRAMS FOR STATIC LOADS
simple Brwn-Cmcmtratd load at Crntw
U r V . .
?
. . . . . . . . . . =-
2
PI
. . . . .
4
h
. . . . . =-
QEl
Shear
V
h
. . . . . = -[ W - 4I.I
Moment
I l l Ill II I IL
=J
Amas.
(et x
&
(atpintofiead
7 w h . n
1
4
> b) =
. . . . . . .
=-
17 El 1
Pa'b'
)Ell
I
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45
FORMULAS AND DIAGRAMS FOR STATIC LOADS
h p l e Beam-Two Equal Concentrated Loads Symmetrically Placed
P ‘ l
R = V . .
. . . . . . . . . .
M m m . (tdw..nloads
M.
(whmx<a)
)
. . . . .
. . . .
. .
=P
=Pa
=R
-- -
. -
P.
(31’
4.11
24EI
&
(when.<.)
.
. . . . .
R
=--(31a-3aa-x’)
6EI
Moment
h p l r Bern-Two Equal Concentrated loads Unsymmetrically Placed
P
. . . . =-(I1
P
= -( 1 I
V.
xhwi
> *and < 1 1 -
b)
a
+ b)
b
+ a)
P
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Data reproduced by courtesy of Western Wood Products Association
q
46
FORMULAS AND DIAGRAMS F O R STATIC LOADS
Simple Beam-Two Unequal Concentrated Loads Unsymmetrically P l a d
k
1
4
I, V,
. . . . . . . . . . . .
-
R,=V,.
. . . . . . . . . . .
-
< P.)
. . . .
= R,.
. . . . . . . . . .
=wl
. . . . . . . . . . . . .
=un
=
M,
(m.x.whmR,
P, (1
- a ) + P,b
1
PI*
+
P, (1
-
b)
I
Mome
Cantilever Beam-Uniformly Distributed L
d
R = V . .
vx
R
. . . . . .
-_
. . . . . . . . . . . . .
-_
. . . . . .
-_
M mal. (a+ fixed end)
Mx
Amax.
Al
(a+
h
a
md)
. . . . . . . . . . . . .
Wl'
2
wl'
2
Wl'
8El
-- W
24EI
(x'
- 41'.
+ 31')
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Data reproduced by c o u r t f ~ yof
Western
W w d Products Association
47
FORMULAS AND DIAGRAMS FOR STATIC LOADS
Cntiiwor BeJnI-cMCOIItnted Load at Fro@End
R = V . .
M mal. (at
Mx
Shear
fixed end)
. . . . . .
. . . . . . . . . . . . .
Am.,.
Ax
. . . . . . . . . .
(ath..nd)
. . . . . .
. . . . . . . . . . . . .
=P
=
= h
P1'
-_
3El
= -(21' - 31'.
P
bEl
+ n')
I
&
ax; Moment
htllwor Bom-Cmmtratd Load at Any Point
ax
MI
(hen.>..)
. . . . . .
=P(s-a)
Amax.
(ath.e.nd)
. . . . . .
=(31bEl
Aa
(at pointofload
1
Pb'
-_
&
(wh."x<.)
. . . . . .
= -( 3 1 - 1. - b J
&
(wh.nx>a)
. . . . . .
- P ( 1 - .)'
. . . . .
Pb'
bJ
3El
Pb'
bEl
bEl
(lb
- 1 + SI
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Data reproduced by courtesy of Western Wood Products Association
48
..
[ FORMULAS AND
DIAGRAMS FOR STATIC LOADS
Fixed at OM End, Supportad at Othrr-Unhly Dlrtributod load
. . . . . . . . . . . =-
L=V,
wl
R?
-x-
It
R*=V*lMx..
R2
v.
a
. . . . . . . . . . . . .
-
1
118
=I,.--
I
I6
. . . . . . . . . . . . .
IL=V.m...
2
wl'
=11'4IH
ua
3h' + h')
load at Cmtr
. . . . . . . . . . .
R,=V,.
ua'
=- IaSH
(.t.=-[I+Y33)=.42161
Beam Fixed at OM End, s w e d at OthW-CoMwhatd
=I,-ua
=-wl
. . . . . . . . . . . . .
Am-.
a
=- Swl
. . . . . . . . .
. . . . . .
Ma
lwl
. . . . . . . . . .
I6
-- _
I I?
I6
3H
--_
. . . . . -_
. . . . . -_
. . . . . .
Mma. (athdmd)
MI
(atpointofbad)
M.
(whms<i).
Mx
(whn.>i).
Amax.
(at.
=1
W
=-
I6
SPl
31
S h
I6
. . . . .
&=
,44721)
=?
. . =
3
(:---
-- 6-
=-
Pl'
4IH
(.tph+ofl..d
).
&
("b",.;)
. . . . . . = -PbEl
W'-W
Dr
("h."..;).
PI'
El
1P1'
7MH
&
. . . .
dOV317-
h
. . . . .
=- P
PIE1
[x-l]'[Il.-Zl)
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Data reproduced by courtesy of
Western
Wood h o d u c t s Association
49
FORMULAS AND DIAGRAMS FOR STATIC LOADS
Beam Fixed at One End, Supported at Other-Concentrated
Load at Any Point
Pb'
.=-(.+21)
. . .
. . . .
R,=V,
219
P.
. . . . . . . . . . . . . =-(3l'-a'j
RI= V,
21'
. . . . . . .
RI
Mi
I
I
(at fixed end)
1
I
\
. . . . . . . .
=(.
21'
Pab
. . . . . . . .
. . . . . .
=-
. . . . . . =Ax
(wh.nx>a)
+I]
. . . . . . . . =-
...
I2Hl'
Pb'i
12Hl'
(31 + a )
(3.1'
-2 L ' -
P.
I2Ell'
(1-XI'
[31i,
Beam Overhanging One Support-Uniformly Distributed Load
R,
= V,
R.
= V, + V i . . . . . . . . .
=-[I
v,
. . . . . . . . . . . .
=w.
. . . . . . . . . . = -(1'W
21
W
21
.')
+ a)'
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Data reproduced by courtesy of Western Wood Products Association
50
FORMULAS AND DIAGRAMS FOR STATIC LOADS
Beam Overhanging One Support-Uniformly Distributed Load on Overhang
+
- 2 2 0 4
L$!
R,
W.'
= V, . . . . . . . . . . . . = -
R,=V,
21
+ Vs . . . . . . . . . .
= -(21 + a )
W.
21
v.. . . . . . . . . . . . . . . =wa
VS
(for
overhang
. . . . .
. . .
= w fa-.,)
=-
W.'
2
. . . =-W.'.
21
Shear
,
. . =-(.-,,I'W
2
Beam Overhanging One Support-Concentrated Load at End of Overhang
+t+ai
R,=V,.
AxI
. . . . . . . . . . .
(fwowrhang)
-_-
-
P.
I
R,
. . . . . . - -(2.1 + 3.r.
6EI
-
xs'J
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51
FORMULAS AND DIAGRAMS FOR STATIC LOADS
Beam Overhanging One Support-Concentrated load at Any Point Botwoon Supports
R,
= V, (ma..wh.n
<b
(
(
>b
R, = V ,
RI
M mar.
4
TH mc
_L
m.x.wh.na
1
=-
. . . . . .
=-
. . . . . . .
at p i n t of load
Pb
. . . . . .
. . . . . . . .
I
P.
I
- _b
I
Pa
?bx
=-
MI
(whwz<a)
Amax.
(.+x
Aa
(at
Ar
(when.<.)
. . . . . . . .
=-(I'-b'-x'l
Ax
(when.>.)
. . . . . . . .
--
=J
-
when
point of load
).
a
> b) =
. . . . . .
Moment
I
Pab (a
+ Zb) q 3 a
[a
+ Zb)
27El I
h'b'
=3tl I
Pbx
bEl1
P. (1
-x )
LEI I
[ZI.-x'-.']
ioim Ovorhinging Both SupportsUnquil OvrrhmgeUniformly Dlstrlbutod load
. . . . . . . . . . . . . .
I,
v,.
.
. .
V.. .
v.. .
.
.
.
.
v.
(*.".<I)
V,
v.,
MI
Mt
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
. . . . . . . . . . . . .
. . . . . .
. . . . . . . . . . . . .
. . . . . . . . . . . . .
M m . . . .
-- wl ( I -
IC)
Zb
=w
= I,- V,
=R.-V.
=ys
=v,-ru,
=Il,-w[.+x,)
I -W.'
-
2
=--
we'
2
. . . . . . . . . .
when x
"
=- ,) .
W
.
= 1. - w (.
+ .I'
2
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
Data reproduced by courtesy of Western Wood F'roducts Association
52
FORMULAS AND DIAGRAMS
1
F O R STATIC LOADS
Beam Fixed at Both Ends-Uniformly Distributed Load
R
R=V
. . . . . . . . . . . .
---wl
2
VI..
. . . . . . . . . . . .
=w
M mar. (at ends)
M,
Mx
Am...
(.tc.nt.r)
--I
. . . . . . . .
wl '
-_
I2
. . . . . . .
wl'
-- _
. . . . . . . . . . . . .
(at.mt.r)
<: )
. . . . . . .
. . . . . . . . . . . . .
24
= -(61x - 1'
W
12
-
6.')
=3MEI
wl'
=-
yn'
24EI
11 -.I'
2
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
Data reproduced by courtesy of Western Wood Products Association
53
FORMULAS AND DIAGRAMS FOR STATIC LOADS
bun Fixed ai Both Ends-Concentrated Load at Any Point
Continuous Born-Two Equal Spans-Uniform Load on One Span
7
. . . . . . . . . . .
=-wl
. . . . . . . . .
=-wi
. . . . . . . . . . . .
=-wl
v, . . . . . . . . . . . . . .
=-wl
R,=V,.
R,=V,+V,.
R.
= V,
Mmox. ( a t x = i l )
I6
6
8
I
16
9
Ib
. . . . .
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
Data
~~~
~~
-
reproduced by
courtesy of Western Wood Pmducte Association
54
FORMULAS AND DIAGRAMS F O R STATIC LOADS
Continuous Beam-Two Equal Spans-Concentrated Load at Center of One Span
. . . . . . . . . . .
R,=V,.
'3
v,.
32
I1
. . . . . . . . .
=-P
. . . . . . . . . . .
=--?
R*=V,+V,.
R.=V,.
I1
=--c
. . . . . . . . . . . . .
. . . . .
Ib
12
IV
=-?
31
13
= -PI
64
0
3
. . . . . . = - P32i
atwpport R,
M,
3
Continuous Boam-Two Equal Spans-Concentrated b
e
d at Any Point
R,
= v, .
. . . . . . . . . . .
R.=V,+V..
R,=V..
VI.
. . . . . . . . .
=4
Pb
4 1 8
41'
-
.
I1 +
.,)
P.
=-(ll'+b(l+a))
21'
Pab
. . . . . . . . . . . =-I!+.)
41'
. . . . . . . . . . . . .
. . . . .
P.
=-(4l1+b(1+.I)
41'
= - (Pa
4 lb' - . ( l + a l
41'
?ab
MI
41 '
( 1 + *I
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
Data reproduced by courtesy of Western Wood Products Association
~~
~
._
~
-
55
FORMULAS AND DIAGRAMS FOR STATIC LOADS
Continuous Beam-Two Equal Spans-Uniformly Distributed Load
RI
R,
. . . . . . . .
3wl
-- _
. . . . . . . . . . . . . .
-_
-
= V, = R, = V,
. . . . . . . . . .
V,=Vmax.
Mm
at 0.461, appro.. from
R,
and
RI
8
=-
5wl
8
wl'
8
9wl'
=-
. . . . . . . .
(a+:)
low1
=--
. . . . . . . . . . . . .
MI
8
)
128
=Wl*
185El
Continuous Beam-Two EquJl Spans-Two Equal Concontr~tedLoads Symmetrically Placed
R,
= V, = R, = V,
RI
= 2V,
V,
= P - R,
Vm..
M,
. . . . . . . . . . .
. . . . . . . . . .
--_SP
16
IIP
=8
-_
IIP
16
. . . . . . . . . . . . . =v,
. . . . . . . . . . . . .
=--
. . . . . . . . . . .
--
. . . . . .
=Re
M m . .
MI
. . . . . . . .
(wh.nx<a)
3PI
16
5P1
32
1
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
Data reproduced by courtesy of Western Wood Product8 Association
56
-
FORMULAS AND DIAGRAMS F O R STATIC LOADS
Continuous Beam-Two Unequal Spans-Uniformly Distributed Lord
R,.
R:
. . . . . . . . . . . . .
. . . . . . . . . . . . . .
M.
wl,
I,
2
M,
wl,
I.
2
=-+-
= wl, + wlz -RI - RI
. . . . . . . . . . . =-+-
R,=V..
V,.
. . . . . . . . . . . . .
=RI
V,.
. . . . . . . . . . . . .
=wl,-R,
v,.
. . . . . . . . . . . . .
=wla-R,
V,.
. . . . . . . . . . . . .
=R,
M,
. . . . . . . . . . . . .
=-
(when I,
Ms
=
:)
. . . . . .
w1:
+ wl,'
ell, + I , )
mr'
= RLX, - 2
Continuous Beam-Two Unequal Spans-Concentrated Load on Each Span Symmetrically
Fhcd
M.
P,
I,
2
R,.
. . . . . . . . . . . . .
=-+-
R,.
. . . . . . . . . . . . .
=P,+PI-R,-RI
R,.
. . . . . . . . . . . . .
=-+-
MI
P.
I,
2
v,. . . . . . . . . . . . . .
=R,
v,. . . . . . . . . . . . . .
=P~-RI
. . . . . . . . . . . . .
v ~ . ..
. . . . . . . . . . .
=Pa-R,
=R,
M,
. . . . . . . . . . . . .
=--
Mm,
. . . . . . . . . . . . .
= Ria
Mm,.
. . . . . . . . . . . .
=R,b
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
Data reproduced by c o u ~ t e s yof Western Wood Products Association
57
FORMULAS AND DIAGRAMS F O R STATIC LOADS
Continuous Beam-Three Equal Spans-Uniformly Distributed Lord
wl
IIIIP
'h
'":l!'!lq
wl
wl
Rz
'Re
R3
I
,
I
. . . . . . .
R,=R,=V,=V..
R,=R,.
-
= v.
v,
. . . . . . . . . . .
. . . . . . . . . . . .
v, = v. . . . . . . . . . . . .
. . . . . . . . . . . . .
M,
4wl
=-
=-
IO
I Iwl
10
-_
6wl
10
-_
-
Wl
2
-
wl'
IO
2wl'
=-
An
. . . . . . . . . . . . .
=-
Ax
. . . . . . . . . . . . .
=-
25
4wl'
58 IEl
Wl'
1920EI
Continuous Beam-Three Equal Spans-Concentrated Lord on Each Span Unsymmetrically Placed
R,
R,
. . . . . . . . .
-
. . . . . . . . .
- M, - ZR,I + PIC, + P, ( I + b , )
M, + P,b,
1
1
R,
R.
.
v,.
v,.
v,.
v..
. . . . . . . .
M.
. . . . . . . .
M,
. . . . . . . .
. . . . . . . . =R,-P,
.
.
v.. .
V.. .
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
. =R,-V,
. =R,-V.
. =R.-P,
. =R.
. . . . . . . .
Mm,. . . . . . . .
Mm, . . . . . . . .
Mm,
=R,
- -4),.,b,(f+s]-P~s,s(Il-
ksl + P h . r ( l + . * l
= R,.,
=MI+VSI
= R..,
Dab. reproduced
by courtesy
of Western
Wood
Products
Copyright © American Wood Council.
Downloaded/printed
pursuant
to License
Agreement.
NoAssociation
further reproductions authorized.
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, F, values. Data provided for each span and nominal size of beam are as follows:
W
w
F,
E
= tofal load in pounds, uniformly distributed, based on Fb
= load per linear foot of span, WIL
= 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, F,,
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
F, heading to find a matching design load W and then red across the page to see the required beam size. If the
beam size is known read across the page to the column under the appropriate F, heading to find the design load
W.
Before selecting a size of beam it is advisable to check the board measure, bm, in several sizes which qualify
in order to fmd 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, F,,
value of 1400 psi to carry a total load of So00 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 SO00 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 5-77 pounds.
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
WOOD BEAMS
The apparent horizontal shear design value, Fy, required for the load of 8082 pounds is 96
psi and the modulus of elasticity, E, required to limit deflection to P/360 under the same load is
1,530,000 psi. Thus, the nominal 6 x 12 beam selected t o carry the 8,000 pounds must have
values of not less than Fb = 1400 psi, Fv = 96 psi and E = 1,530,000 psi. If deflection control is
not important for the case under consideration the required E value may be ignored. If Fv is
critical, the adjustment procedure below may be applied.
Example 2. Assume a . span of 15 '-0" and a beam size of nominal 8 by 12 with a fiber
bending design value, Fb, of 1600 psi. The problem is to determine the total load capacity, W, of
the beam.
Turn t o the page on which the 15"" span is listed and read down the left column until
the 8 by 12 size is reached. Then read across to the right t o the column headed 1600 where it is
shown that the total load capacity, W, is 1 1 755 pounds, the load per foot, w, is 784 pounds, the
apparent shear, Fv, required for the load of 11755 pounds is 102 psi and the modulus of
elasticity, E, for a deflection limit of a i 3 6 0 under the same load is 1,878,000 psi.
In both Examples I and 2, the total load, W, includes live and dead load. To determine the
allowable live load which may be super imposed on the beam, the weight of the construction
materials should be deducted from the total load, W.
Adjustment of Modulus of Elasticity
As previously stated, the modulus of elasticity values listed in the tables are based on
limiting the initial deflection due to total live and dead load, W, to P/360. Where other
deflection limits are acceptable the tabular values of E may be adjusted by multiplying them by
the following factors:
For limit of t i 3 0 0
For limit of PI240 ---For limit of !?/I80
0.833
0.667
0.500
When it is appropriate t o design for deflection due t o live load only (see page 34), the
required value of E may be calculated as follows:
(a)
determine the live load supported by the beam, either from known design
loads or by subtracting the weight of supported construction materials from
the tabulated total load, W,
(b)
multiply the tabular value of E by the ratio of the live load divided by the
tabulated total load,
(c)
multiply the resulting value of E by the applicable deflection limit factor,
if the limit is other than ai360.
Adjustment of Shear Stress
When the tabulated horizontal shear value, Fv, exceeds the shear design value for the
member, the tabular value may he multiplied by:
t o adjust Fv by neglecting that portion of the load within a distance from either support equal t o
the depth of the beam. I f the adjusted Fv still controls member design, use of the detailed shear
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
NOOD BEAMS
design procedure in the National Design Specification for Wood Construction, available from the
National Forest Products Association, may be considered.
Interpolation of Tabular Values
Design loads and induced values of F, and E for bending stresses intermediate of those
listed in the column headings may be determined through straight-line interpolation.
Example. For a nominal 6 by 12 beam with F b of 1200 on 2 0 - 0 " span: W = 4849, w =
242, F, = 57 and E = 1,878,000. For a beam of the same size on the same span with Fb of 1300,
the preceding values for W, w, F, and E are multiplied by I3/ 12.
WOOD BEAMS-SAFE LOAD TABLES
Fb
SIZE O F
BEAM
900
1000
1100
1200
1300
1400
1500
1600
1800
2000
4'- 0" SPAN
W
2 x 4
W
2
W
3 x 4
W
FV
E
459
115
66
926
510
128
73
1029
561
140
80
1131
613
153
88
1234
664
166
95
1337
715
179
102
1440
766
191
109
1543
817
204
117
1646
919
230
131
1851
1021
255
146
2057
766
191
66
926
851
213
73
1029
936
234
80
1131
1021
255
88
1234
1106
276
95
1337
1191
298
102
1440
1276
319
109
1543
1361
340
117
1646
1531
383
131
1851
1701
425
146
2057
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119
I
I
WOOD BEAMS-SAFE LOAD TABLES
SIZE O F
BEAM
900
I
I
1000
I
1100
I
1200
1
Fb
1300
I
1400
I
1500
I
1600
1
1800
18'- 0" SPAN
I
2000
973
54
67
4468
1307
72
50
5890
1584
88
85
3502
1622
90
67
4468
2054
114
50
5890
2271
126
67
4468
23S3
130
104
2879
-
W
2
x 14
W
Fv
E
W
6 x 8
W
FV
E
W
4
x
10
W
Fv
E
W
3
x
12
W
F,
E
W
8 x 8
W
FV
E
1463
81
55
1100
1625
90
61
1222
1788
99
67
1344
1950
1718
95
31
1943
1909
106
34
2159
1663
92
38
1576
2275
126
85
1711
2438
135
92
1833
2600
73
1467
2113
117
79
1589
144
93
1')'j'j
2926
162
110
2200
2100
116
38
2375
2291
127
41
2591
2482
137
45
2807
2673
148
48
3023
2864
159
52
3239
3055
169
55
3455
3437
190
62
3887
1858
102
42
1751
2033
112
47
1926
2218
123
51
2101
2403
133
55
2276
2588
143
59
2451
2772
154
64
2627
2957
164
68
2802
3327
184
77
3152
1757
97
46
1295
1953
108
52
1439
2148
119
57
1583
2343
130
62
1727
2539
141
67
1871
2734
151
72
2015
2929
162
78
2159
3125
173
83
2303
3515
195
93
2591
2343
130
31
1943
2604
144
34
2159
2864
159
38
2375
3125
173
41
2591
3385
188
45
2807
3645
202
48
3023
3906
217
52
3239
4166
231
55
3455
4687
260
62
3887
108
2640
146
85
3502
3251
180
122
2wL
3819
212
69
4319
3697
205
85
3502
3906
217
104
2879
5208
289
69
1,319
-
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
120
WOOD BEAMS-SAFE LOAD TABLES
See ins truc t i o n s f o r use of t a b l e s on page 58.
Symbols used i n t h e t a b l e s a r e as follows:
F
b
= Allowable unit stress in e x t r e m e fiber in bending, psi
W = Total uniformly distributed load. pounds
w = Load p e r l i n e a r foot of b e a m , pounds
F
V
= Horizontal shear s t r e s s , p si , induced by load W
E = Modulus of elasticity. 1000 p s i . induced by load W for
/
360
limit
Beam s i z e s a r e e x p r e s s e d as nominal s i z e s . i n ch es , but c a l c u l a t i o n s n r e i ) a s r d on net d i m e n s i o n s o f S 4 S s i z e s .
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
121
WOOD BEAMS-SAFE LOAD TABLES
I
I O x 14
105
1203
113
1295
121
1388
129
1481
145
1666
162
1851
712
75
1439
13893
771
81
1559
14962
831
87
1679
16031
890
93
1799
17100
950
100
1919
19237
1068
I12
2159
21375
I187
125
2399
12234
679
78
1149
13347
741
86
1254
14459
no3
93
1358
15571
865
100
1463
16684
926
107
1567
17796
988
114
1672
20020
1112
129
188~.
22245
1235
143
2090
12909
717
14200
15491
16782
18073
932
1004
20655
1147
25819
860
19364
1075
23237
788
1290
1434
E
ni
74 7
90
830
99
913
996
117
1079
126
1163
135
1246
144
1329
162
1495
1661
W
11643
646
12937
718
14231
790
15525
862
62
1199
68
1319
75
1439
18112
1006
87
1679
19406
1078
93
1799
20700
l150
56
1079
16818
934
81
1559
1919
23287
1293
112
2159
25875
1437
125
2399
12679
704
64
940
14088
782
71
1045
15497
860
78
1149
16906
939
86
1254
18315
1017
93
1358
19724
1095
100
1463
21133
1174
107
1567
22541
1252
114
1672
25359
1408
129
1881
28177
1565
143
2090
14178
787
81
925
15596
866
89
1018
17013
945
97
1110
18431
1023
105
1203
19849
F,
E
12760
708
72
833
~ 2 6 7 22685
1181
1260
121
129
1388
1481
25520
1417
I45
1666
28356
1575
162
1851
W
13668
759
15187
843
16706
928
18225
1012
19743
1096
21262
1181
56
1079
62
1199
68
1319
75
1439
81
1559
87
1679
22781
1265
93
1799
27337
1518
112
2159
30375
1687
125
2399
E
833
925
1018
W
W
9618
534
F,
E
56
1079
io687
593
62
1199
11756
653
68
1319
11122
617
F,
E
10010
556
64
940
W
11618
W
645
w
8
6
x 16
x
20
12 x 14
W
F,
W
F,
E
w
I O x 16
W
F,
E
w
8
x
18
W
w
14
x
14
F,
E
71
1045
97
1110
12825
ion
1102
113
1295
100
24300
1350
100
1919
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
122
WOOD BEAMS-SAFE LOAD TABLES
FIl
SIZE O F
BEAM
W
6
x
22
W
F,
E
W
12 x
I6
U'
F,
E
W
8 x 20
W
Fv
E
W
IO x I8
W
F,
E
W
6 x 24
W
F,
E
W
I4 x 16
W
F,
E
W
8 x 22
FV
E
W
I 2 x 18
w
Fv
E
W
IO x 20
U
F,
E
W
I6 x I6
W
Fv
E
1300
1800
2000
25109
1394
159
1205
28248
1569
179
1356
31387
1743
199
1506
25582
1421
107
1567
27287
1515
114
1672
30698
1705
129
1881
34109
1894
14 3
2090
24645
1369
126
1163
26406
1467
135
1246
28166
1564
144
1329
31687
1760
162
1495
35208
1956
180
1661
23346
1297
105
1203
25142
1396
113
1296
26938
1496
121
1388
28734
1596
129
1481
32326
1795
145
1666
35918
1995
162
1851
22499
1249
130
827
24373
1354
14 1
896
26248
1458
152
965
28123
1562
163
1034
29998
1666
174
1102
33748
1874
195
1240
37496
2083
217
137E
22022
1223
78
1149
24025
1334
86
1254
26027
1445
93
1358
28029
1557
100
1463
30031
1668
107
1567
32033
1779
114
1672
36037
2002
129
1881
40041
2224
14 !
209E
21400
1188
99
753
23540
1307
109
828
25680
1426
29960
1664
139
1054
32100
1783
149
1130
34240
1902
159
1205
38520
2140
179
1356
4280C
237i
904
27820
1545
I29
979
19565
1086
72
833
21739
1207
81
925
23913
1328
89
1018
26087
1449
97
1110
28261
1570
105
1203
30435
1690
113
1295
32609
1811
121
1388
34783
1932
129
1481
39131
2173
145
1666
43475
2415
16;
1851
20068
1114
81
747
22298
1238
90
830
24528
1362
99
913
26758
1486
108
996
28988
1610
117
1079
31218
1734
126
1163
33447
1858
135
1246
35677
1982
144
1329
40137
2229
162
1495
4459;
247;
18C
1661
20688
1149
64
940
22986
1277
71
1045
25285
1404
78
1149
27584
1532
86
1254
29882
1660
93
1358
32181
1787
100
1463
34480
1915
107
1567
36779
2043
114
1672
41376
2298
129
1881
4597:
255L
14:
209(
900
1000
1100
1200
14124
784
89
678
15693
871
99
753
17263
959
109
828
18832
1046
119
904
20401
1133
129
979
21971
1220
139
1054
23540
1307
149
1130
15349
852
64
940
17054
947
71
1045
18760
1042
78
1149
20465
1136
86
1254
22171
1231
93
1358
23876
1326
100
1463
15843
880
81
747
17604
978
90
830
19364
1075
99
913
21125
1173
108
996
22885
1271
117
1079
16163
897
72
17959
997
81
925
19755
1097
89
1018
21550
1197
97
1110
18749
1041
108
689
20624
1145
119
758
940
20020
1112
71
1045
19260
1070
89
678
833
16874
937
97
620
18018
1001
64
119
1400
1500
1600
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
195
1506
123
Fb
SIZE OF
BEAM
22968 25520
12761 1417
14 x 18
1100
1000
900
I
28072
1559
89
1018
8 x 24
x1
I
24396
x
689
I
22
26993
1499
90
I
27107
1400
33177 135729
1984
1843
113
105
I
1500
I
I
38281
2126
121
29817
40907
2272
896
965
1034
1102
174
35090
32391
1949
1799
117
108
996
-
37790
2099
126
40489
2249
135
43188
2399
35239
1957
129
37950
2108
139
40660
2258
149
35162
1953
97
1110
38092
41022
43952
46882
2604
38025
41193
2288
44362
2464
47531
2640
50700
57037
63375
1079
1163
1246
1329
1495
1661
38862
2159
130
827
42100 45339
2518
2338
152
141
48577
2698
163
51816
2878
174
58293
3238
195
1240
64770
3598
217
1378
39376
2187
119
904
42658
49221
32528
1807
119
904
w
1 I
16 x 18
~
2117
14 x 20
108
996
~
I2 x 22
620
689
29532
1640
32814
1823
6;iI
29774
1654
72
18 x 18
7;;
1
W
14 x 22
W
FV
E
W
12 x 24
W
FV
E
W
18 x 20
W
F V
E
1
I
~
36095
2005
~
36390
2021
89
34668
1926
89
36381
40020
I
38520
2140
99
I
42372
2354
109
19i:i
39202
2177
108
1
43123
2395
119
I
1054
I
1130
43658
2425
108
996
-
50077
47043
2613
130
827
49291
2738
108
996
-
1240
19j
48587
2699
I
I
I
I
I
1 217
378
I
52743
2930
I 5z;:
I
-zL
l;;i x
I L
1102
52502
59065
-1591
1205
65628
199
1506
59548
3308
145
1666
66165
3675
162
1851
126
46225
2568
119
904
-
I
I
52932
2940
129
1481
-
+-=F
35282
979
45939
39699
2205
97
1110
*
32743
16 x 20
33082
1837
81
119
758
I
I
46020
2556
I 5i;$
38350
~
I O x 24
1
35793
~
29692
1649
99
2000
1800
1600
33237
30680
1704
130
827
28123
1562
119
758
*
24293
1349
12 x 20
IO
1flX
30625
1701
97
1110
1300
~
~
1278
971
6201
1200
53929
57781
1054
1130
50963
2831
141
896
54884
3049
965
58804
3266
163
1034
53399
2966
57506
3194
61614
3423
4355
-
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
124
WOOD BEAMS- SAFE LOAD TABLES
S e e ins truc ti o n s f o r u s e of t a b l e s
on
page 58
Symbols used in t h e t a b l e s a r e as follows:
F = Allowable u n i t stress in e x t r e m e f i b e r in bending, p s i .
b
W = Total uniformly distributed load, pounds
w
= Load p e r l i n e a r foot of b e a m , pounds
F = Horizontal s h e a r stress, p s i , induced by load W
V
E = Modulus of e l a st i c i t y , 1000 psi. induced by load W for 11360 limit
3eam s i z e s a r e e x m e s s e d as nominal s i z e s , i n ch es , but calculations a r e Iiased on net dimensions o l S 4 S s i z e s .
SIZE OF
BEAM
900
I
I000
1
1100
I
1200
I
Fb
1300
I
1400
I
1500
1
1600
I
1800
2000
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
125
I WOOD BEAMS-SAFE LOAD TABLES
Fb
SIZE OF
BEAM
W
24x
24
W
F,
E
900
1000
1100
1200
1300
1400
72099
4005
97
6 20
80110
4450
108
689
88121
4895
119
758
96132
5340
130
827
104143
5785
141
896
112154 120165
6675
6230
152
163
1034
965
1500
1600
1800
2000
128176 144198 160220
8011
8901
7120
195
217
174
1240
1378
1102
19'- 0" SPAN
41
44
47
1 11
59
63
71
1075
25::i
44
3302
1152
27%;
47
3537
1229
29:
50
3773
1383
1536
33iiI
4245
36:;
4717
1398
73
41
3066
1506
79
44
3302
1613
84
47
3537
1721
90
50
3773
1936
101
57
4245
2151
113
63
4717
1443
75
64
1975
1554
81
69
2127
1776
93
78
2431
1998
105
88
2735
2220
116
98
3039
1626
85
52
2403
1751
92
56
2588
1665
87
74
2279
1876
98
60
2772
2001
105
64
2957
2251
118
73
3327
2501
131
2002
105
75
1677
2156
2310
121
87
1935
2464
129
92
2064
2772
145
104
2323
3080
2351
123
42
2963
2532
133
46
3191
2894
152
52
3647
3256
171
59
4103
3618
190
65
4559
2276
119
52
2403
2451
129
56
2588
2713
142
49
3419
2626
2802
147
64
2957
3152
165
73
3327
3502
184
81
3697
;2:;
41
3066
113
81
1806
138
60
2772
81
3697
162
116
2581
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
126
~
WOOD BEAMS-SAFE LOAD TABLES
SIZE OF
BEAM
900
I
1000
I
1100
I
Fb
1200
1 1300 I
I
1400
I
1500
I
1600
1
1800
I
2000
2590
136
~
1677
1806
1935
2064
.~
4144
218
7 7 7 94 1
2431
78
LOO
4849
2551
76
5222
2 87 42
2339
2519
5529
291
5955
313
2339
2519
5zz2i
88
1899
I
1
2323
2581
4 6 62
2451
2735
881
5180
272
98
3039
6714
3531
106
2279
7460
392
118
2533
107
5968
314
94
2026
I
.qq--$pg
5937
312
62
2699
6333
333
66
2879
6805
358
2699
2879
1
7125
375
75
3239
7916
416
83
3599
7656
4021
8507
447
3239
3599
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
127
WOOD BEAMS- SAFE LOAD TABLES
Fb
SIZE OF
BEAM
1000
900
1100
1200
1300
1400
1500
1600
19'.
W
45
W
W
6 x 16
F,
E
W
W
8 x 14
-t
I 2 x 12
I
3
W
W
I
F,
E
50
55
10 x 14
I
I
W
I
9280
488
80
2379
9834
517
135
2206
-10440 11600
610
549
100
YO
29 73
2676
10551
555
106
2279
11723
617
118
2533
13224
696
90
2676
14694
773
100
2973
13909
732
122
1985
15454
813
135
2206
14388
757
106
2279
15986
841
118
2533
16009
842
90
2676
17788
936
100
2973
17730
933
138
1758
19700
1036
153
1954
18225
959
106
2279
20250
1065
118
2533
998
122
1985
1109
135
2206
22014
1158
153
1578
24460
1287
171
1753
22061
1161
106
2279
24513
1290
118
2533
24024
1264
122
1985
26694
1404
135
2206
1784
1933
2081
8700
457
75
2230
7034
370
7620
401
1519
1646
8206
431
82
1773
8792
462
88
1899
9378
493
94
2026
11020
580
75
2230
11755
618
80
2379
8500
447
74
1213
9272
488
81
1323
10045
528
88
1434
10818
569
95
1544
11591
610
101
1654
12363
650
108
1765
7194
378
53
1139
7993
420
59
1766
8792
462
65
1393
9592
504
71
1519
10391
546
76
1646
11190
588
82
1773
11990
631
88
1899
12789
673
94
2026
80041
421
45
1338
8894
468
50
1486
9783
514
55
1635
10672
561
60
1784
11562
608
65
1933
12451
655
70
2081
13341
702
75
2230
14230
748
80
2379
11820
622
92
1172
12805
673
99
1270
13790
725
107
1367
14775
777
115
1465
15760
829
122
1563
12150
639
71
1519
13162
692
76
1646
14175
746
82
1773
15187
799
88
1899
16200
852
94
2026
12644
665
13698
720
14752
776
15805
831
101
1654
16859
887
108
1765
14676
772
102
1052
15899
836
111
1139
17122
901
119
1227
18345
965
128
1315
19568
1029
136
1403
1 5 9 3 3 17159
8381
903
761
82
1646
1773
18384
967
88
1899
20020
1053
101
1654
19610
1032
94
2026
I
94831 10537 1 1 1 5 9 1
14707
774
71
1519
12012
13347
14681
992
1103
1213
11
__
7867
414
108
1765
7727
406
67
1103
W
2OLO
7376
388
101
1654
6954
366
61
992
I
1800
21355
1123
108
1765
8851
465
122
1985
--
--
---
18967 21074
-
--
-
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
128
Fb
SIZE OF
BEAM
12 x 16
8
x
20
900
11
W
Fv
1000
1100
1200
1300
1400
1500
1600
1800
14775
777
84
1074
16118
848
92
1172
17461
919
99
1270
18804
989
107
1367
20148
1060
115
1465
21491
122
1563
24177
1272
138
1758
26864
1413
153
1954
15826
832
65
1393
17265
908
71
1519
18704
984
76
1646
20143
1060
82
1773
21582
1135
88
1899
23021
1211
94
7026
25898
1363
106
2279
28776
1514
118
2533
16354
860
17841
939
19327
1017
122
1033
20814
1095
132
22301
1173
141
1193
23788
1252
150
1272
26761
1408
169
1431
29735
1565
188
1590
103
R
992
1103
15009
789
789
16677
877
85
876
15312
805
86
79
879
17013
895
976
7
977
15986
841
92
654
17762
934
103
727
17070
898
61
992
18967
998
67
1103
18246
960
84
715
20276
1067
94
795
18536
975
69
879
20595
1083
76
977
7
113
~
954
1113
1131
2000
E8mT
W
IO x I8
W
F,
E
W
L64x -24
W
F,
E
-
Y
W
14 x 1 4
W
F,
E
W
8 x 22
U'
Fv
E
W
12 x I 8
W
Fv
E
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
129
WOOD BEAMS-SAFE LOAD TABLES
BEAM
1000
900
1100
1200
1300
1400
1500
1600
1800
23237
1223
94
964
25350
1334
102
1052
27462
1445
111
1139
29575
1556
119
1227
31687
1667
1315
33800
1778
136
I4O3
38024
2001
153
1578
23954
1260
74
1213
26132
1375
1323
28310
1490
88
1434
30487
1604
95
1544
32665
1719
101
1654
34843
1833
108
1765
39198
2063
122
1985
977
26595
1399
84
1074
29013
1527
92
1172
31430
1654
99
1270
33848
1781
107
1367
36266
1908
115
1465
38684
2036
122
1563
43519
2290
138
1758
24221
1274
103
727
26643
1402
113
800
29065
1529
123
873
31487
1657
133
945
33910
1784
144
1018
36332
1912
154
1091
38754
2039
164
1164
43598
2294
185
1309
10 x 20
W
8
x
W
24
I
789
876
19599
21777
879
I
21799
92
654
Fv
E
81
128
2000
42250
2223
171
1753
43554
2292
135
2206
48355
2545
153
1954
48442
2549
206
1455
51144
2691
171
1753
IO
x
W
22
I
I6
x
W
I
W
I8
Fv
E
30680
1614
103
727
1776
113
800
Fv
E
27978
1472
84
715
31086
1636
94
795
34195
1799
103
874
W
28207
31341
W
Fv
E
W
-
x
W
22
w
I
I
14 x 22
I
W
1
E'
I
30535
1607
84
27612
1453
92
654
Fv
E
W
I2
27759
1461
76
977
30019
1579
85
876
W
10 x 24
I
24983
1314
69
879
795
103
874
27017
1421
76
789
W
14 x 20
84
715
I
II
1
I
34475
1814
84
1074 -
-
76
789
85
876
37913
1995
94
964
36493
1920
94
795
io142
2112
103
8 74
I
1
I
I
33311 I 3 6 0 8 7
1899
1753
92
99
1937
123
873
II
2099
133
945
37304 1 4 0 4 1 3
-
34467
I
I
954
113
I
I
I
132
1113
38863
2045
107
I
I
1
1
2703
188
1590
141
1193
41639
2191
115
41360
2176
102
1052
I
1
99
L270
44807
2358
111
I
48253
2539
I
51090
2688
132
1113
1
I 1 1
[
I
1
I
1 43521 1
1 I l;g I
-'i;
1172
I
2260
144
1018
1139
43792 1 4 7 4 4 1
2304
2496
113
122
954
1033
119
1227
2422
154
1091
46630
115
1465
I
51700
2721
I
54740
2881
141
1193
[
128
~~
1;15
55518
2922
153
1954
1563
136
1403
31020
32844
1728
84
715
I
122
1033
51361
-
I
60039
3159
153
171
1578
1753
-
49088
55224
49739
2617
55956
2945
1272
1431
50146
2639
56414
2969
1563
1758
55147
2902
136
1403
62040
3265
153
1578
61361
3229
206
1455
62173
3272
188
JSBL
62682
3299
153
1954
68934
3628
171
1753
72986
3841
188
1590
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
130
WOOD BEAMS-SAFE LOAD TABLES
See ins truc t i o n s for u s e of t a b l e s on page 58
Symlmls u s e d i n t h e t a b l e s a r e a s Iollows:
F
I1
W
:
A l l o w n l ~ l eunit
s t r e s s in e x t r e m e fiber in bending. psi
= Total u n i f o r m l y distributed load. pounds
w = Load p e r l i n e a r loot ol beam. pounds
F
V
E
= Horizuntal s h e a r s t r e s s , p si , induced by load W
~
Modulus of elasticity. 1000 p s i , induced by load W for / , 3 6 0 limit
Be a m s i z e s are e x p r e s s e d
ns
nominal sizes. i n ch es , but calculations a r e Iiased
on
net dimensions ofS4Ssizes.
I
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
131
I
WOOD B E A M S - S A F E LOAD T A B L E S
Fb
SIZE OF
BEAM
900
1000
1100
1200
1300
1400
1500
1600
1800
2000
113356 1 2 5 9 5 1
124982 138869
6578
1309
1455
136609 151788
7189
7988
185
206
1309
1455
20'- 0" SPAN
W
W
FV
E
W
W
I
F"
E
-
641
"
34
I
W
3 x 8
FV
E
-
I
W
831
9 24
W
6 x 6
705
35
27
3927
764
38
29
4254
823
41
32
4581
882
44
34
4909
784
39
42
2140
855
42
46
2335
998
926
4Y
46
53
50
2724
2529
-
1069
53
57
2918
-----
803
40
33
2731
W
I
I
713
35
38
647
32
25
3599
FV
E
1016
50
25
3599
~
W
4 x 8
w
FV
E
W
W
FV
E
__
45
27
47
42
30
52
46
W
FV
E
__
W
W
__
E
1222
W
1546
1718
2159
2399
W
Fv
E
-
1160
58
51
1759
1307
65
42
2140
1609
80
60
1494
W
F V
1124
56
33
2731
1890
94
34
2639
876
43
36
2979
1109
55
27
3
9
2
7
-
5236
3113
5890
3502
1022
1095
949
51
54
47
42
45
39
3475
3724
3227
1386
1294
L201
69
64
60
34
32
29
4909
4581
4254
1226
61
36
2979
1328
66
39
3227
1430
71
42
3475
1265
63
56
1919
1371
68
60
2079
1476
73
65
2239
1426
71
46
2335
1544
77
50
2529
1663
83
53
2724
1782
89
57
2918
1755
87
66
1630
1901
95
71
1766
2048
2194
109
82
2037
2062
103
37
2879
2234
111
2406
120
43
3359
--
-
it"l
I
l
i
'
-
40
3119
102
77
1901
71
77
3891
1460
__
1848
92
45
6545
-
2044
102
60
4965
2109
105
93
3199
1582
79
70
2399
25 78
128
46
3599
1426
73
60
4965
1533
76
45
3724
-
1176
58
45
6545
95
106
2376
118
77
3891
117
88
131
2926
146
110
2716
3437
171
62
4799
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
132
WOOD BEAMS- SAFE LOAD TABLES
Fb
SIZE O F
BEAM
900
W
4 x
12
6 x IO
x 16
3327
166
77
3891
2812
140
75
2559
3164
158
84
2879
3515
175
93
3199
3750
187
50
3839
4218
210
56
4319
4687
234
62
4799
3901
195
88
2173
4389
219
99
2445
4876
243
110
2716
3937
196
75
2559
4429
221
84
2879
4921
246
93
3199
4963
248
71
3410
5515
275
79
3789
3860
4136
193
55
2652
206
59
2842
4412
220
63
3031
2907
145
57
1062
3230
161
63
1180
3553
177
69
1298
3876
193
76
1416
4199
209
82
1534
4522
226
88
1652
4845
242
95
1770
1888
2124
2360
6378
7087
F,
W
Fv
W
F,
E
W
W
Fv
E
3691
184
2994
149
69
3502
l79
51
2463
W
3445
172
65
2239
2b61
133
61
3113
3584
E
3199
159
60
2079
2000
3309
165
47
2273
F,
2953
147
56
1919
1800
3033
151
43
2084
110
2707
135
51
1759
1600
2757
137
39
1894
W
x I2
1500
2481
124
35
1705
W
E
6
1400
W
W
8 x IO
1300
42
1439
E
4 x 14
1200
F,
E
W
3
1100
2460
123
46
1599
W
2214
1000
70
2399
3189
159
50
1199
3543
177
56
1333
3898
194
61
1466
4252
212
67
1599
4606
230
73
1733
4961
248
78
1866
5315
265
84
1999
5670
2133
2399
112
2666
3384
169
35
1705
3760
188
4136
206
5264
263
55
5640
28 2
59
6768
7520
43
2084
4888
244
51
6016
39
1894
4512
225
47
2273
2463
2652
2842
3636
181
43
1408
4040
202
47
1565
4445
222
4849
242
5253
262
5657
282
6061
303
52
1721
57
1878
62
2034
67
2191
71
2347
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
133
WOOD BEAMS- SAFE LOAD TABLES
BEAM
I
900
W
I
4286
1000
I
4763
1100
I
1200
1300
210
58
I
8
X
w
W
12
i
F,
E
W
W
6 x 14
F,
E
W
W
10 x 12
F,,
E
W
W
6 x 16
F,
E
W
W
0 x 14
E
Fv
W
W
I2 x 12
F,
E
W
6
W
x 18
F,,
E
5715
285
47
2273
W
F,
E
5605
280
64
303
52
1721
5011
250
50
1199
5568
278
56
1333
6125
306
61
1466
6281
314
43
1408
6979
348
47
1565
7677
383
52
17 2 1
6606
330
58
1045
7340
367
64
1161
8075
403
71
1277
6834
341
50
1199
7593
379
56
1333
8353
417
61
1466
7604
380
43
1408
8449
422
47
1565
9294
464
52
17 2 1
8421
421
65
925
9357
467
72
1028
1 02 9 3
514
80
11 3 1
11229
561
87
10580
529
61
1466
11542
1878
2034
2191
6682
334
7239
361
7796
389
1599
8375
418
57
1878
1733
1866
9073
453
62
2034
9771
488
67
2191
8 x 16
531
78
67
506
57
1878
I
W
I
10479
81
923
I
103
1858
116
2090
129
2322
8816
440
9918
495
11020
2504
2817
3130
89
1015
I 1 1 6 4 3 I 12808
8265
413
71
2347
__
8353
417
84
1999
10469
523
71
2347
11011
I
I
I
5;;
2031
12164
608
94
I
I
I
12504
591
67
2191
13100
655
102
13466
11390
569
84
1999
12673
633
71
2347
1733
15104
1
1866
14014
700
16266
: : 1 I :;
14036
701
109
1542
721
84
1999
-
2057
17313
865
I
16016 (18018
15015
800
900
750
103
116
96
1
7
4
1
~
935
131
1851
1645
15390
14428
l;i 1 l;;
1599
13942
I
9343
-
':f
522
73
830
8408
550
96
1741
12012 113013
600
650
W
7007
7474
7144
357
59
2842
-
275
47
1565
9618
480
56
1333
2000
350
96
1741
i TTTIXE
8656
432
50
1199
W
10 x 14
4959
247
43
1408
1800
1500
~
5239
W
1600
1400
I
19237
I
1
I
20020
1001
129
17428
871
121
1384
17465
873
84
1999
-
I
1
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
Fb
SIZE OF
BEAM
900
1000
1100
1200
1300
1400
1500
1600
1800
2000
20'- 0" SPAN CONT'D
w
IO
x
I6
W
F,
E
W
8 x 18
W
F,
E
W
i 4 x 14
W
F,
E
w
6
x
22
W
F,
E
w
12
x
I6
W
F,
E
w
8
x
20
W
F,
E
w
IO
x
I8
W
F,
E
w
6
I4
x
x
24
I6
W
F,
E
W
w
F,
E
w
a 22
W
F,
E
11411
12679
633
5 7 ~
64
58
1
1
61
1045
11484
12760
638
574
65
72
925
1028
13947
697
71
1277
15215
760
77
1393
lbL.83
824
83
1509
17751
887
90
1625
19019
950
96
1741
20287
1014
103
1858
22823
1141
116
2090
25359
1267
129
2322
14036
701
80
1131
15312
765
87
1234
16588
829
94
1337
17864
893
102
1439
19140
957
109
1542
20416
1020
116
1645
22968
1148
131
1851
25520
I276
145
2057
12301
615
50
1199
13668
683
56
1333
15035
751
61
1466
16402
820
67
1599
17769
888
73
1733
19136
956
78
1866
20503
1025
84
1999
21870
1093
90
2133
24603
1230
101
2399
27337
1366
112
2666
12711
635
80
753
14124
706
89
837
15536
776
98
920
16949
847
107
1004
18361
918
116
1088
19774
988
125
1172
21186
1059
134
1255
22598
1129
143
1339
25423
1271
161
1506
28248
1412
179
1674
13814
690
58
1045
15349
767
64
1161
16884
a44
71
1277
18419
9 20
77
1393
19954
997
83
1509
21489
1074
90
I625
23023
1151
96
1741
24558
1227
103
1858
27628
1381
116
2090
30698
1534
129
2322
14259
712
73
8 30
15843
792
81
923
17428
871
89
1015
19012
950
97
1107
20596
1029
105
1199
22181
1109
113
1292
23765
1188
121
1384
25350
1157
130
1476
28518
1425
146
1661
31687
1584
162
1846
14546
727
65
925
16163
808
72
1028
17779
888
80
1131
19395
969
87
1234
21012
1050
94
1337
22628
1131
102
1439
24244
1212
109
1542
25861
1293
116
1645
29093
1454
131
1851
32326
1616
145
2057
15186
759
88
689
16874
843
97
765
18561
92 8
107
84 2
20249
1012
117
919
21936
1096
127
995
23624
1181
137
1072
25311
1265
146
1148
26998
1349
156
1225
30373
1518
176
1378
33748
1687
195
1531
16216
810
58
1045
17334
866
80
753
18018
900
64
1161
19260
963
89
837
19820
991
71
1277
21186
1059
98
920
21622
77
1393
23424
1171
83
1509
27028
1351
96
1741
28830
1441
103
1858
23112
1155
107
1004
25038
1251
116
1088
25226
1261
90
1625
26964
1348
125
1172
28890
1444
134
1255
30816
1540
143
1339
32433
1621
116
2090
34668
1733
161
1506
36037
1801
129
2322
38520
1926
179
1674
1081
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
135
WOOD BEAMS-SAFE LOAD TABLES
..
I
SIZE O F
'b
BEAM
1100
1000
900
1200
1300
1400
1500
1600
1800
31305
35218
1 CONT'D
W
W
12 x 18
F,
E
w
W
10 x 20
F,
E
w
W
I6 x I6
F,
E
w
W
14 x 18
F,
E
W
W
8 x 24
F,
I
i
E
w
I
17609
880
65
925
19565
978
72
1028
21522
1076
80
1131
18061
903
73
830
20068
1003
81
923
22075
1103
89
1015
24082
1204
97
1107
18619
930
58
1045
20688
1034
64
1161
22757
1137
71
1277
24825
1241
77
1393
20671
1033
65
925
22968
1148
72
1028
25265
1263
80
1131
27562
1378
87
1234
20709
1035
88
689
23010
1150
97
765
25311
1265
107
842
27612
1380
117
919
I
I
I
23479
1173
87
1234
25435
27392
29348
1337
1439
li42
26089
28096
30103
1505
32110
1605
36123
1806
1199
1292
1384
1476
1661
2000
__
39131
1956
145
2057
40137
2006
162
1846
41376
2068
129
2322
-
45937
2296
145
2057
46020
2301
195
1531
2070
48587
I 21864 I 24293 I 2 6 7 2 3 I 29152
2429
162
1846
48793
2439
179
1674
I O x 22
753
1 iv 1 1 1 1
_.
_ .
W
l6
l8
14 x 20
I
w
W
F,
E
w
12 x 22
W
F,
E
w
18 x 1 8
W
F,
E
w
16 x 20
W
F,
E
1
34282
36920
39557
42194
47468
1450
1582
92'1
~.
1 0 72
28
1131
1234
87
1337
1440
1542
1645
1851
25666
1783
73
830
28518
1425
81
923
31370
1568
89
1015
34222
1711
97
1107
37074
1853
105
1199
39926
1996
113
1292
42778
7138
121
1384
45630
2281
51333
2566
I 32061 I 34975
37890
1894
127
65
U'
~
1318
1186
W
l o x 24
~
I
76211
_ I
. 29146
~
1457
1311
97
88
765
689
~
80
1
I
1603
107
842
1748
117
919
I
I 40805
1
2040
137
I
1
1
I
1476
43719 I 4 6 6 3 4
2331
2185
156
146
I
I
1661
2637
145
2057
57037
2851
162
1846
-
I 52463 58 29 3
I
2623
176
2914
195
1531
59065
2953
179
1674
26579
1328
80
753
29532
1476
89
837
32485
1624
98
920
35439
1771
107
1004
26796
1339
65
925
29774
1488
72
1028
32751
1637
80
1131
35729
1786
87
1234
38706
1935
94
1337
41684
2084
102
1439
44661
2233
109
1542
47638
2381
116
1645
53593
2679
131
1851
29469
1473
73
32743
1637
81
923
36018
1800
89
10 1 5
39292
1964
97
1107
,2566
2128
105
1199
45841
2292
49115
2455
121
1384
52390
2619
58938
2946
146
1661
830
52743
113
1292
130
1476
59548
2977
145
2057
~
65487
3274
162
1846
-
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
136
WOOD BEAMS-SAFE LOAD TABLES
See ins truc ti o n s for u s e of t a b l e s on page 5 8 .
Symbols used in t h e t a b l e s a r e as follows:
F = Allowable unit s t r e s s in e x t r e m e fiber in bending, p s i .
b
W =
Total uniformly distributed load, pounds
w = Load p e r l i n e a r foot of b e a m , pounds
F = Horizontal s h e a r s t r e s s , p si , induced by load W
V
E
L
Modulus of e l a st i c i t y , 1 0 0 0 psi. induced by load
W
for
1
i 3 6 0 limit
Beam sizes a r e e m r e s s e d as nominal s i z e s , i n ch es , but calculations a r e based on net dimensions of S4S s i z e s
Fb
SIZE O F
B EA M
W
16 x 22
W
Fv
E
W
20
x
20
14 x 24
22
24
39804
1990
89
837
43785
2189
98
920
47765
2388
107
1004
37074
1853
45313
2265
89
1015
1500
1600
1800
2000
51746
2587
116
1088
55726
2786
125
1172
59707
2985
134
1255
63687
3184
143
1339
71648
3582
161
1506
79609
3980
179
1674
49432
2471
97
1107
53551
2677
105
1199
57671
2883
113
1292
61790
3089
121
1384
65910
3295
130
1476
74148
3707
146
1661
82387
4119
162
1846
82837
4141
195
1531
37276
1863
88
689
41418
2070
97
765
45560
2278
107
842
49702
2485
117
919
53844
2692
127
995
57986
2899
137
1072
62128
3106
146
1148
66270
3313
156
1225
74553
3727
176
1378
40446
2022
80
753
44940
2247
89
837
49435
2471
98
920
53929
2696
107
1004
58423
2921
116
1088
62917
3145
125
1172
67411
3370
134
1255
71905
3595
143
1339
808931 8 9 8 8 1
4494
4044
161
179
1506
1674
42799
2139
88
689
47554
2377
97
765
52310
2615
107
842
57065
2853
117
919
61821
3091
127
995
66576
3328
137
1072
71332
3566
146
1148
76087
3804
156
1225
85598
4279
176
1378
45069
2253
80
753
50077
2503
89
837
55084
2754
98
920
60092
3004
107
1004
65100
3255
116
1088
70107
3505
125
1172
75115
3755
134
1255
80173
4006
143
1339
90138 100154
4506
5007
161
179
1674
1506
48321
2416
88
689
53690
2684
97
765
59060
2953
107
842
64429
3221
117
919
69798
3489
127
995
75167
3758
137
1072
80536
4026
146
1148
85905
4795
156
1725
96643 107381
5369
4832
195
176
1378
1531
W
2
W
Fv
E
W
Fv
E
W
Fv
W
24
35824
1791
80
753
1400
1300
W
E
18 x
1200
73
830
W
20 x 22
1100
F,
E
W
16 x
1000
41193
2059
81
923
W
W
18 x
900
W
Fv
E
95109
4755
195
1531
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
137
900
BEAM
W
22
x
22
W
F,
E
W
20 x 24
W
F,
E
W
22
x
24
W
F,
E
W
24
x
24
W
F,
E
1400
1500
1600
1800
1004
71777
3588
116
1088
77298
3864
125
1172
82819
4140
134
1255
88341
4417
143
1339
99383 110426
4969
5521
161
179
1506
1674
65809
3290
107
842
71792
3589
77775
3888
127
995
83757
4187
137
1072
89740
4487
146
1148
107688 119654
5384
5982
176
195
1378
1531
65963
3298
97
765
72559
3627
107
842
79155
3957
117
919
85752
4287
127
995
92340
4617
137
1072
98944
4947
146
1148
95723
4786
156
i225
105541
5277
156
1225
72099
3604
97
765
79309
3965
107
842
86519
4325
117
919
93729 100939
4686
5046
127
137
995
1072
108148 115358
5407
5767
146
156
1225
1148
129778 144198
6488
7209
176
195
1378
1531
1000
1100
1200
49691
2484
80
753
55213
2760
89
837
60734
3036
98
920
66255
3312
531144
2692
88
689
59827
2991
97
765
59366
2968
88
689
64889
3244
88
689
lo7
919
1300
2000
118733 131926
5936
6596
176
195
1378
1531
2 I ' - 0" SPAN
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
138
WOOD BEAMS-SAFE LOAD TABLES
See iiistrurtions lor u s e of t a b l e s on paCe 5 8 .
Symbols used i n t h e t a b l e s a r e as l o l l o w s :
F
I)
= Allownl)le u n i t s t r e s s in e x t r e m e f i b e r in bendinK, p s i .
W
= Total uniformly distributed load. pounds
w
= Load p e r l i n e a r foot of b e a m . pounds
F
V
E
=
:
Horizontal s h e a r s t r e s s , p s i , induced by load W
Modulus of e l a st i c i t y , 1000 p s i . i n h c e d by load
W
for
/
360 limit
Beam s i z e s a r e e x o r e s s e d a s nominal s i z e s . inches. but calculations n r e l i a s e d onnet dimensions of S 4 S s i z e s .
~
~~
Fb
SIZE OF
BEAM
900
1000
1100
1200
1300
1400
1500
1600
1800
2000
21'- 0" SPANCONT'D
W
6 x 8
w
F,
E
W
4
x
10
W
Fv
E
W
3
x
12
W
F,
2127
101
38
3275
2291
109
41
3527
2455
116
44
3779
2619
124
47
4031
2946
140
53
4535
3273
155
59
5039
40
2245
1964
93
35
3023
1901
90
44
2451
2059
98
47
2656
2218
105
51
2860
2376
113
55
3064
2535
120
58
3269
2852
135
66
3677
3168
150
73
4086
1674
79
44
1679
1841
87
49
1847
2008
95
53
2015
2176
103
58
2183
2343
62
2351
2511
119
66
2519
2678
127
71
2687
3013
143
80
3023
3348
159
89
3359
2008
95
26
2267
2232
106
29
2519
2455
116
32
2771
2678
127
35
3023
2901
138
38
3275
3125
148
41
3527
3348
159
44
3/79
3571
170
47
4031
4017
191
53
4535
4464
212
59
5039
2090
99
47
1253
2322
110
52
1426
2554
121
57
1569
2786
132
63
1711
3018
143
68
1854
3251
154
73
1996
3483
165
78
2139
3715
176
84
2282
4180
199
94
2567
4644
221
105
2852
2109
100
40
1511
2343
44
1679
2578
122
49
1847
2812
131
53
2015
3046
145
58
2183
3281
156
62
2351
3515
167
66
2519
3750
178
71
2687
4218
200
80
3023
4687
223
89
3359
2363
112
33
1790
2626
125
37
1989
2888
137
41
2188
3151
150
45
2387
3414
162
49
2586
3676
175
52
2785
3939
187
56
2984
4202
200
60
3183
4727
225
67
3581
5252
250
75
3978
2768
131
54
1115
3076
146
60
1239
3383
161
66
1363
3691
li5
72
1487
3999
190
78
1611
4306
205
84
1735
4614
219
90
1859
4921
234
96
1982
5537
263
LO8
2230
6152
292
121
2478
3037
144
48
1259
3375
160
53
1399
3712
176
58
1539
4050
192
64
1679
4387
208
69
1819
4725
225
75
1959
5062
241
80
2099
5400
257
85
2239
6075
289
96
2519
6750
321
107
2799
3223
153
33
1790
3581
170
37
1989
3939
187
41
2188
4297
204
45
2387
4655
221
49
2586
5013
238
52
2785
5372
255
56
2984
5730
272
60
3183
6446
306
67
3581
7162
341
75
3978
1473
70
26
2267
1636
77
29
2519
1800
85
32
2771
1426
67
33
1838
1j84
75
36
2043
1742
1506
71
40
E
W
8 x 8
W
FV
E
W
3
x 14
W
F,
E
W
4
x
12
W
F,
E
W
6 x
10
w
F,
E
W
3
x
16
W
F,
E
W
4
x 14
il(
F,
E
W
8 x IO
W
Fv
E
111
82
111
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
139
WOOD BEAMS- SAFE LOAD TABLES
Fb
SIZE OF
BEAM
6 x I2
I
E
r
W
F,
I
w
~
4082
194
33
1790
~
4004
190
55
1097
1
:"
E
3858
183
45
1643
4536
216
37
1989
4233
201
50
1807
~
2000
1800
4723
224
41
1479
~
4990
237
41
2188
2136
2300
2465
2629
2958
5443
259
45
2387
5897
280
49
2586
6350
302
6804
324
8165
388
2785
2984
7258
345
60
3183
5783
275
79
1585
6228
296
6673
317
92
1829
7118
338
98
1950
BOO8
381
110
2194
-
4449
211
61
1219
4893
233
67
1341
5338
254
73
1463
5248
249
45
1643
5772
6297
299
54
1972
27h
50
1807
__
__
~
~
7690
366
67
1341
-
8851
421
50
1807
9656
459
54
1972
8020
381
62
971
8912
424
69
1079
9803
466
76
1187
10694
509
83
1295
8244
39 2
48
1259
8580
408
55
1097
9160
436
53
1399
- -- -
IO x 14
~
F,
W
E
9533
453
61
1219
10992
-0076
479
523
58
64
1679
1539
-11440
!0487
544
499
73
67
1463
1341
- -- 9958
474
69
872
11065
526
77
969
--
-2172
579
85
1066
13278
632
92
1163
9072
432
75
3978
8898
423
123
2438
-
80
2099
9306
4 4753
63
2300
9971
474
68
2465
?176
85
2239
10487
499
92
1829
11186
532
98
1950
12584
599
110
2194
13982
665
123
2438
10848
11571
13017
1959
5;:
2099
5;;
2239
6;;
2519
11265
536
63
2300
12070
574
68
2465
12875
613
14484
689
82
2958
I
I
I
73
2629
-1: r1 1: 1 i 1; 1
11908
567
I
I
2519
1
I
12825
610
13741
654
I
14657
697
I
16489
785
1959
2099
2239
2519
12393
590
13347
635
14300
680
15253
726
1585
1707
1829
1950
17160
817
110
2194
96
14385
685
loo
1259
I
15491
737
io8
1356
~
I1
16598
790
116
1453
II
17704
843
123
1550
II
633
91
3286
--
14464
688
107
2799
16093
766
91
3286
17824
848
138
2159
1819
~~
10607
505
107
2799
13294
9787
466
86
1707
10461
498
59
~
-
10635
11965
506
~ 7 3
82
2629
2958
I
8678
7232
7955
6508
344
413
309
378
64
53
58
48
1679
1399
1539
1259
- - - - 1819
8046
383
45
1643
1959
~
9088
432
79
1585
8389
399
73
1463
7242
344
41
1479
1 51
1
9:!i 1 "'":1 I 1
~
~
6991
332
61
1219
R_
6 .
1707
3581
7697
366
91
3286
10496
499
91
3286
5833
6364
5303
27 7
303
252
69
58
64
53
1819
1539
1679
1399
- -- 7976
8641
6647
7312
5982
379
411
316
348
284
59
54
45
50
41
1972
7176
16'13
1807
1479
4773
227
48
1259
- -- -
8x'bI
1600
4618
219
54
1972
-- -
--
6292
299
55
1097
-
12 x 12
1500
1400
1300
~
3463
164
41
1479
:,
'",
I
1200
1100
21'- 0" SPANCONT'D
I w
6 x 14
1000
900
19917
948
139
1744
18321
872
107
2799
19067
907
123
2438
22130
1053
154
1938
-
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
140
WOOD BEAMS-SAFE LOAD TABLES
S e e ins truc tio n s for u s e of t a b l e s on page 58
Symbols used i n t h e t a b l e s a r e as
F
I,
W
~~
V
E
Allow;lble unit s t r e s s in e x t r e m e fiber in bending, psi
= Total uniformly distributed load. pounds
w =
F
follows:
Load p e r l i n e a r foot of beam. pounds
= Horizontal shear s t r e s s , p si , induced by load W
~
Modulus of elasticity. 1000 p s i . induced by load W for 1 . 3 6 0 limit
Ream s i z r s a r e e x o r e s s e d a s nominal s i z e s . inches. but calculations a r e l l a s r d onnet d i m e n s i o l l s o i S 4 S s i z e s .
I,
SIZE OF
BEAM
900
1000
1100
1200
1300
1400
1500
1600
1800
2000
21'- 0" SPAN CONT'D
W
12 x 14
W
F,
E
W
IO
x I6
W
F,
E
w
8 x 18
W
F,
E
W
i 4 X
14
W
F,
E
w
6 x 22
W
F,
E
W
12 x I6
W
F,
E
W
0x
20
W
Fv
E
W
I O x 18
W
F,
E
w
6 x 24
il
F,
E
W
I4 x I6
W
Fv
E
9980
475
48
1259
11089
528
53
1399
12198
580
58
1539
13107
633
04
1679
14416
686
69
1819
15525
739
75
1959
16633
792
80
2099
17742
844
85
2239
19960
950
96
2519
22178
1056
107
2799
10868
517
55
1097
12076
575
61
1219
1 3 28 3
632
67
1341
14491
690
73
1463
15698
747
79
1585
16906
805
86
1707
18114
862
92
1829
19321
920
98
1950
21736
1035
110
2194
24152
1150
123
2438
10937
520
62
972
12152
578
69
1079
13368
636
76
1187
14583
694
83
1295
15798
752
90
1403
17013
810
97
1511
18229
868
104
1619
19444
925
111
1727
21875
1041
125
1943
24305
1157
138
2159
11716
557
48
1259
12106
576
76
791
13017
619
53
1399
13451
640
85
879
14319
681
58
1539
14796
704
93
966
15621
743
64
1679
16142
768
102
16923
805
69
1819
19526
929
80
2099
1054
1142
18225
867
75
1959
18832
896
119
1230
20177
960
127
1318
20828
991
85
2239
21522
1024
136
1406
23432
1115
96
2519
24213
1153
153
1582
26035
1239
107
2799
26903
1281
170
1758
13156
626
55
1097
lii618
696
61
1219
16080
765
67
1341
17542
835
73
1463
19003
904
79
1585
20465
974
86
1707
21927
1044
92
1829
23389
1113
98
1950
26313
1253
110
2194
29236
1392
123
2438
13580
046
69
872
15089
718
77
969
16598
790
85
1066
18107
862
92
1163
19616
934
100
1259
21125
1005
108
1356
22633
1077
116
1453
24142
1149
123
1550
27160
1293
139
1744
30178
1437
154
1938
13854
659
62
972
15393
733
69
1079
16932
806
76
1187
18472
879
83
1295
20011
952
YO
1403
21550
1026
97
1511
23090
1099
104
1620
24629
1172
27708
1319
125
1943
30787
1466
138
2159
14463
688
83
723
15444
16070
765
93
804
17677
841
102
884
19284
9 18
111
965
20891
994
121
1045
22499
1071
130
1125
24106
1147
139
1206
25713
1224
28927
1377
167
1447
32141
1530
186
1608
17160
817
61
1219
18876
898
67
1341
20592
980
73
1463
22308
1062
79
1585
24025
1144
86
1707
25741
1225
92
1829
27457
1307
98
1950
30889
1470
34321
1634
123
2438
735
55
1097
17487
832
110
111
1727
I49
1286
110
2194
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
141
I
I
WOOD BEAMS-SAFE LOAD TABLES
Fb
SIZE O F
BEAM
900
1000
1100
1200
1300
1400
1500
1600
1800
2000
W
8 x 22
W
Fv
E
W
W
12 x I8
F,
E
W
W
10 x 20
F,
E
W
W
I6 x I 6
F,
E
W
I4 x
W
I8
Fv
E
16508
18343
786
76
873
85
x 22
I
I 6 x I8
W
w
I
Fv
E
W
W
14 x 20
Fv
E
W
I O x 24
I
W
1
Fv
E
W
1
23846
1135
110
1142
25680
1222
119
1230
27514
1310
127
1318
29349
1397
136
1406
33017
1572
153
1582
36686
1746
170
1758
37268
1774
138
2159
791
879
1863h
887
69
1079
20497
976
76
1187
22361
1064
83
1295
24224
1153
90
1403
26087
1242
97
1511
27951
1331
104
1619
29814
I419
1727
33541
1597
125
1943
17201
819
69
872
19113
910
77
969
21024
24847
1183
85
1066
22935
1092
92
1163
1259
26758
1274
108
1356
28669
1365
116
1453
30580
1456
123
1550
34403
1638
139
1744
38226
1820
154
1938
17732
844
55
1097
19703
9 38
61
1219
21673
1032
67
1341
23643
1125
73
1463
25613
1219
79
1585
27584
1313
86
1707
29554
1407
92
1829
31524
1501
98
1950
35465
39406
1876
123
2438
19687
937
62
971
21875
1C41
69
1079
24062
1145
76
1187
26250
1250
83
1295
804
24106
1147
102
884
26297
1252
111
965
25450
1211
85
1066
27764
1322
92
1163
879
25558
1217
93
966
27881
1327
102
1054
25115
1195
69
1079
27627
1315
76
1187
30138
1435
83
1295
24444
1164
69
872
27160
1293
77
969
29876
1422
85
1066
32592
1552
92
1163
24982
1189
83
723
27758
1321
93
804
30534
1454
102
884
33310
1586
111
965
28126
30938
1473
93
966
33751
1607
102
1054
31192
1485
76
1187
34027
1620
83
1295
W
I
22011
1048
102
1054
16770
798
62
971
723
IO
20177
960
93
966
791
22604
IO76
62
971
25313
62
I
I
1001
100
lL1
lb88
110
2194
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
142
Ft,
SIZE OF
REAM
1000
900
1300
1400
1500
1600
1800
53764
2560
149
1286
60484
2880
167
1447
67205
3200
186
1608
56333
2682
63374
3017
70416
3353
2000
a5
__
1066
W
16 x 22
1200
34302
1633
16 x 20
12 x 24
1100
a5
76
791
a79
1440
1600
1 Fv 1 1
W
I
W
F,
I
36319
1729
93
96 6
36962
1760
102
a84
40322
1920
111
965
43683
47043
121
1045
130
1125
50403
2400
139
1206
42250
45770
2179
49291
2347
52812
2514
:7:
8;:
31687
35208
38729
1844
872
969
34118
37909
1805
__
l6;;
I
zoao
2240
~
a5
20 x 20
969
a5
2011
1066
41700
1985
93
966
4 3 15 5
2055
a5
1066
__
4 3 39 1
2066
102
884
W
16
x
76
791
a5
a79
~
49819
2372
102
884
24
723
42923
a04
47692
47080
2241
93
966
~
52461
2498
93
96 6
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
143
WOOD BEAMS-SAFE LOAD TABLES
Fb
SIZE OF
BEAM
4
x
10
900
1000
E
1344
1494
1643
1793
1942
W
1361
61
31
1926
1512
68
35
2140
1663
75
38
2354
1814
82
42
2568
1583
1598
72
42
1759
1757
79
46
1935
2130
96
28
2639
2343
106
31
2903
W
F,
E
1917
1100
1200
1300
1500
1600
2092
2241
2390
2689
2988
1966
89
45
2782
2117
96
49
2996
2268
103
52
3210
2419
109
56
3424
2722
123
63
3852
3024
137
70
4281
1917
87
51
2111
2077
94
55
2287
2237
101
59
2463
2397
108
63
2639
2556
116
68
2815
2876
130
76
3167
3196
145
85
3519
2556
116
34
3167
2769
125
36
3431
2982
135
39
3695
3196
145
42
3959
3409
I54
45
4223
3835
174
51
4751
4261
193
56
5279
1400
1800
ZOO0
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
144
~~
WOOD BEAMS-SAFE LOAD TABLES
SIZE OF
BEAM
900
W
3
x 16
W
F,
E
W
4 x 14
W
Fv
E
W
8
x
IO
W
F,
E
W
6
x
12
W
F,
E
W
IO x IO
W
F,
E
W
4
z
8 x
16
12
i
l
F,
E
W
F,
E
I
1000
1
1100
I
Fb
1200
1 1300 1 1400 I
1500
I
1600
I
1800
I
2000
2642
120
51
1168
2936
133
57
1298
3230
166
63
1428
3523
160
69
1558
3817
173
75
1687
4110
186
80
1817
4404
200
86
1947
4698
213
92
2077
5285
240
103
2337
5872
266
115
2596
2899
131
46
1319
3221
146
51
1466
3543
161
56
1613
3865
175
61
1759
4188
190
66
1906
4510
205
71
2053
4832
219
76
2199
5154
234
81
2346
5798
263
92
2639
6443
292
102
2933
3076
139
32
1875
3418
155
35
2084
3760
170
39
2292
4102
186
43
2501
4444
202
46
2709
4785
217
50
2917
5127
233
53
3126
5469
248
57
3334
6153
279
64
3751
6837
310
71
4168
3306
150
39
1549
3673
166
43
1721
4040
183
47
1893
4408
200
52
2066
4775
217
56
2238
5143
233
60
2410
5510
250
65
2582
5877
267
69
2754
6612
300
78
3099
7347
333
87
3443
3897
177
32
1875
4330
196
35
2084
4763
216
39
2292
5196
236
43
2501
5629
255
46
2709
6062
275
50
2917
6495
294
53
3126
6928
314
57
3334
7794
354
64
3751
8660
393
71
4168
4671
212
64
1405
5096
231
70
1532
5520
250
76
1660
5945
270
82
1788
6370
289
88
1916
6794
308
93
2043
7644
347
1
c ii
1C
2299
5510
250
47
1893
6011
273
52
2066
6512
296
56
2238
7013
318
60
2410
7511,
341
8015
364
3 64
69
9017
409
3822
173
52
1149
112;
4508
204
39
204
39
1549
1
II
1
4246
193
58
1277
5009
227
43
1721
1
I
1
1
2582
2754
78
3099
1
I
8493
386
117
2554
10018
455
87
7
8
3443
-
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
145
~
WOOD BEAMS- SAFE LOAD TABLES
I
SIZE OF
BEAM
‘b
1000
900
1100
1200
1300
1400
1500
1600
1800
2000
__
10125
460
102
2933
W
W
6 x 14
F,
E
12690
576
87
3443
10 x 12
13347
606
117
2554
13806
627
102
2933
W
*,
W
8 x 14
-
E
15362
698
87
3443
17013
773
132
2262
6 x 18
W
17488
794
102
2933
18200
827
117
2554
-
1
E’
9506
432
66
913
10562
480
73
1015
11618
528
81
1116
12675
576
88
1218
13731
624
96
1319
14787
672
103
1421
15843
720
110
1523
16900
768
118
1624
19012
864
132
1827
21125
960
147
2030
9526
433
46
1319
10535
481
51
1466
11643
529
56
1613
12702
577
61
1759
13760
625
66
1906
14819
673
71
2053
15877
721
76
2199
16936
769
81
2346
19053
866
92
2639
21170
962
102
2933
11527
523
12679
576
64
1405
13832
628
70
1532
14985
681
76
1660
16138
733
82
1788
17290
785
88
1916
18443
838
93
2043
20748
943
105
2299
23054
1047
117
2554
12760
580
72
1244
13920
632
79
1357
15080
685
86
1470
16240
738
92
1583
17400
790
99
1697
18560
843
106
1810
20880
949
119
2036
23200
1054
132
2262
13668
621
56
1613
14911
677
61
1759
16153
734
66
1906
17396
790
71
2053
18639
847
76
2199
19881
903
81
2346
22367
1016
92
2634
24852
1129
102
2933
10374
42 1
114x141
I
I
,
I
L
w
F,
W
E
11183
508
I
1
12426
564
2
1319
1466
-
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
Fb
SIZE O F
BEAM
I
W
E"
w
12 x
W
I6
F,
E
w
8
x
W
20
F,
E
w
W
I O x 18
6x24
14 x 16
I
I
F,
E
W
W
FV
E
W
W
F,
E
T-w
x
I8
1
I
1200
I
1300
I
1400
I
1800
2000
828
920
1013
1105
1197
1289
1381
1473
1657
12558
570
52
1149
13953
634
58
1777
15349
697
64
1405
16744
761
70
1532
18140
824
76
1660
19535
887
82
1788
20930
951
88
1916
22326
1014
93
2043
25117
1141
105
2299
27907
1268
117
2554
12963
5x9
66
913
14403
6 54
73
1015
15843
720
81
1116
17284
785
88
1218
18724
851
96
1319
20164
916
103
1421
21605
982
110
1523
23045
1047
118
1624
25926
1178
132
1827
28806
1309
147
2030
13774
60 I
59
1018
14693
667
66
1131
16163
734
72
1244
17632
801
79
1357
19101
868
86
1470
20571
935
92
1583
22040
1001
99
1697
23510
1068
106
1810
26448
1202
119
2036
29387
1335
132
2262
13806
627
80
758
15340
697
89
$4 2
16874
767
97
976
18408
836
106
1011
19942
906
115
1095
21476
976
124
1179
23010
1045
133
1263
24544
1115
142
1348
27612
1255
160
1516
30680
1394
178
1685
14742
670
16380
744
58
1277
18018
819
64
1405
19656
893
70
21294
967
76
1660
22932
1042
87
1788
24571
1116
88
1916
26209
1191
93
2043
29485
1340
105
2299
32761
1489
117
2554
227621
245131 26264
2x0151
31517
35018
1591
162
1841
26680
1212
99
1697
28459
1293
106
1810
32017
1455
llS
2n3t
35574
1617
132
2262
27366
29190
3283c
36488
1658
147
2030
57
1149
I15758
I
12840
17509
I
14124
15408
1532
1 ~ 2 6 0 1 21011
I
16692
17976
19260
21344
970
79
1357
23173
F
19565
889
72
1244
86
1470
24902
1131
92
15x3
W
16419
18244
?0068
21893
23717
25542
F,
1600
25680
1167
162
1841
111556
17787
808
66
1131
W
1500
-
16008
727
50
1018
W
12
1100
1000
900
1051
I
20544
23112
37614
1709
117
2554
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
147
Fb
SIZE OF
nEAM
900
20:f:
14 x 18
1018
F,
E
18826
855
80
758
W
I 19876
W
8 x 24
W
I
I
903
U'
12 x 20
I
I
W
I
w
I iv
I
I
14 x 20
1000
w
I
I
66
1131
20918
950
89
842
22085
1003
73
1015
1100
1
I
1200
22968 25056
10441 1138
79
1244
721 1357
23010
1045
97
926
25102
1141
106
1011
24293
1104
1116
26102
1204
88
1218
81
19960
22178
loo8
81
920
24396
1108
89
1013
26614
1209
97
1105
21576
980
59
1018
2'1974
1089
66
1131
26371
1198
72
28768
1307
79
1357
1300
I
1
1400
27144 29232
12331 1328
92
1470
861 1 5 8 3
27194 29285
1236 1 3 3 1
124
115
1095 1179
23710 30919
1405
1305
103
96
1319 1 4 2 1
23832 31050
1411
1310
114
105
1289
1197
31166 33563
1525
1416
92
86
1583
1470
I
I
31321
1423
1697
99
31377
1426
l33
1263
1800
1600
1500
I1
33409
1518
106
1810
11
37585
1708
119
2036
2000
II
41761
1898
132
2262
33469
1521
142
1348
37653
1711
160
1516
41837
l9O1
178
1685
33127
1505
110
1523
35336
1606
118
1624
39753
1806
132
1827
44170
2007
147
2030
33267
1512
122
1381
35485
1612
130
1473
39921
1814
146
1657
44357
2016
162
1841
35961
1634
99
1697
38358
1743
106
1810
43153
1961
119
2036
47948
2179
132
2262
23333
lot:
913
12 x 22
8 28
W
W
14 x 22
I
24360
1107
59
1018
26790
1217
66
913
i, ";;
8 28
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148
WOOD B E A M S - S A F E L O A D TABLES
See i ns t ruc t i o n s for use of t a b l e s on page 5 8 .
Symbols used i n t h e t a b l e s a r e as follows:
F
I1
= Allowable unit s t r e s s i n e x t r e m e fiber in bending, p s i .
W =
Total uniformly distributed load, pounds
w =
Load p e r l i n e a r foot of beam. pounds
F
V
E
= Horizontal s h e a r s t r e s s , p si , induced by load W
:
Modulus of e l a st i c i t y , 1000 p s i . induced by load W for / , 360 limit
Be a m s i z e s a r e e x u r e s s e d as nominal s i z e s , i n ch es , but calculations w e t r a s e d on net dimensions of S 4 S s i z e s .
Fb
SIZE OF
BEAM
900
1000
1200
1100
398041 43423
1809
1973
97
89
10131 1105
I
20
x
20
I
;..
E"
W
14 x 24
W
F,
E
W
18 x
22
w
F,
E
W
16 x
24
W
F,
E
I
1531
661
913
1/02
73
1015
41193
44938
1300
I
I1 ,;;;;
47042
2138
105
33888
1540
80
758
37653
1711
89
842
926
1011
1095
36769
1671
73
828
40855
1857
81
920
44940
2042
89
1013
49026
2228
97
1105
53112
2414
105
1197
38908
1768
80
758
43231
1965
89
842
-4755/tl 51878
2161
2358
97
106
926
1011
1
56201
2554
115
1095
1400
50660
114
1289
52428
2383
103
1600
1500
I
I
I
54279
1381
56173
2553
110
I
57897
I
59918
2723
118
I
1;;;
2000
1800
I
65135
I
3063
I
1
72372
52714
56480
60245
67776
75306
124
1179
1263
1348
1516
1685
57197
61283
65368
73539
81710
2751
174
50077
2276
89
1013
54629
2483
97
1105
59182
2690
105
1197
53690
2440
97
926
58571
2662
106
63452
2884
115
1095
55213
2509
89
1013
60232
2737
97
1105
65251
2965
105
1197
59827
2719
97
926
65265
2966
106
1011
70704
3213
115
1095
3461
124
65963
2998
97
926
71959
3270
106
1011
77956
3543
115
1095
83953
3816
124
1179
I
2947
1331
3144
142
1
3537
1601
3930
178
63734
68286
72839
81944
91049
1289
1381
1473
1657
1841
3708
1331
3955
142
4449
1601
4944
178
1
89949
4088
133
1263
95946
4361
142
1348
1
107939 119933
5451
4906
160
178
1516
1685
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
I
149
WOOD BEAMS-SAFE LOAD TABLES
I
SIZE OF
BEAM
W
24 x 24
W
Fv
E
T.
'b
900
1000
1100
1200
1300
58990
2681
80
7 58
65544
2979
89
842
72099
3277
97
926
78653
3575
106
1011
85208
3873
115
1095
1
1400
1500
91762
4171
124
1179
1600
1800
2000
104871 117980 131089
5958
4766
5362
160
178
142
1516
1685
1348
98317
4468
133
1263
23'- 0" SPAN
744
806
32
35
40
43
2685 2909
1100
1192
47
51
48
52
2207
2391
-
1283
55
57
2575
I
1375
59
61
2759
I
1467
63
65
2943
I
1650
711
73
3311
1834
79
81
3679
I
~
lo
1I
2 x 14
W
F.,
E'
II
I
F,
E
W
I
49
43
1406
1302
I
59
36
I
44
33
2237
I
1446
62
46
3132
1550
67
50
3356
1653
71
53
3580
1860
80
60
4028
2066
89
67
4475
1781
1526
1653
77
66
71
67
57
62
2187
1874 2030
-
1908
82
72
2343
2035
88
76
2499
2289
99
86
2812
2544
110
96
3124
40
141
43
49
36
2461
~
W
1
40
30
2014
1240
53
40
2685
W
1
1834
55
48
1562
1446
I
40
I
2038
60
52
1718
1591
44
I
2241
1343
58
43
2909
-
1736
1880
75
81
40
43
2685 2909
1834
79
48
2207
2445
106
32
3311
1987
86
52
2391
2649
115
35
3587
-2756
2544
119
110
62
57
2030
1874 -
4x12
W
83
36
93
40
2567
102
44
2781
120
48
52
2391
2207 111
3679
2877
3117
125
135
41
44
2614
2832
-3370
3651
146
158
66
71
1628 1764
-
1900
I
__
2036
I
2171
I
24431
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
2714
I
150
S IZ E O F
BEAM
900
W
I
I
8
x IO
W
W
F,
E
W
6
x
12
w
F,
E
W
l o x IO
4~ 16
x
14
12
6 x 16
8
x 14
1400
I
1500
I
1600
I
1800
I
2000
4005
174
63
1993
4314
187
68
2146
4622
200
73
2299
4930
214
78
2453
5546
241
88
2759
6163
267
97
3066
4250
184
441
2832
4577
199
48
3050
4904
213
511
3268
5231
227
5885
255
6539
284
55
3486
611
3922
68
4357
4919
213
58
2519
5270
229
62
2699
5622
244
66
2879
6324
275
75
3239
7027
305
83
3599
1533
1686
2942
127
30
1961
3269
142
341
2178
3596
156
37
2396
3923
170
41
2614
3162
137
37
1619
3513
152
41
1799
3865
168
45
1979
4216
183
50
2159
4568
198
54
2339
1727
162
4556
198
37
2396
4970
216
2614
5384
234
44
2832
5798
252
48
3050
6212
270
51
3268
6627
288
55
3486
7455
324
61
3922
8283
360
68
4357
3389
147
53
I
I
,
I
I
1961
W
3655
158
50
1201
4062
176
56
1335
4468
194
61
1469
4874
211
67
1602
5280
229
73
1736
5687
247
78
1869
6093
264
84
2003
6499
282
89
2136
7311
317
2403
8124
353
112
2670
4312
187
37
1619
4791
208
41
1799
5270
229
45
1979
5750
250
50
2159
6229
270
54
2339
6708
291
58
2519
7187
312
62
2699
7666
333
66
2879
8625
375
75
3239
9583
416
83
3599
4358
189
44
1379
4842
210
48
1533
5326
231
53
1686
5810
252
58
1839
6295
273
63
1993
6779
294
68
2146
7263
315
73
2299
7747
336
78
2453
8716
378
88
2759
9684
421
97
3066
6069
263
41
1799
6676
290
45
1979
7283
316
50
2159
7890
343
54
2339
8497
369
58
2519
9104
395
62
2699
9711
422
66
2879
IO924
475
75
3239
12138
F"
E
5462
237
37
1619
W
u
FV
E
5745
249
50
1201
6383
277
56
1335
7021
305
61
1469
7660
333
67
1602
8298
360
73
1736
8936
388
78
1869
9575
416
84
2003
10213
444
89
2136
11490
499
2403
12766
555
112
2670
W
5942
258
44
1379
6603
287
48
1533
7263
315
53
1686
7923
344
58
1839
8584
373
63
1993
9244
401
68
2146
9904
430
73
2299
10565
459
78
2453
11885
516
88
2759
13206
574
97
3066
Fv
W
F,
W
F,
E
W
w
F,
E
W
IO x
1300
E
W
6
3081
133
48
FIJ
1200
1100
4141
180
34
2178
W
E
12
I
3697
160
58
1839
2773
I
1000
W
W
F,
E
30
41
101
101
527
83
3599
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
I
151
WOOD BEAMS-SAFE LOAD TABLES
Fb
SIZE OF
BEAM
900
1000
1100
1200
1300
1400
1500
1600
1800
2000
23'- 0" SPAN CONT'D
W
12 x 12
W
F,
E
W
6
x 18
W
F,
E
W
10 x 14
W
F,
E
W
8
x 16
W
F,
E
W
6
x
20
W
F,
E
W
12 x 14
W
F,
E
W
IO x I6
W
F,
E
W
8
x 18
W
F,
E
W
14 x 14
W
F,
E
W
6
x
22
W
F,
E
W
12
x 16
FV
E
W
8 x
20
W
F,
E
W
IO x I8
W
F,
E
6612
287
37
1619
7347
319
41
1799
8081
351
45
1979
8816
383
50
2159
9551
415
54
2339
10286
447
58
2519
11020
479
62
2699
11755
511
66
2879
13224
575
75
3239
14694
638
83
3599
7323
318
57
1064
8137
353
63
1182
8950
389
69
1301
9764
424
76
1419
10578
459
82
?537
11391
495
88
1655
12205
530
95
1774
13019
566
101
1892
14646
636
114
2129
16274
707
126
2365
7527
327
44
1379
8364
363
48
1533
9200
400
53
1686
10036
436
58
1839
10873
472
63
1993
11709
509
68
2146
12546
545
73
2299
13382
581
78
2453
15055
654
88
2759
16728
727
97
3066
7834
340
50
1201
8704
378
56
1335
9575
416
61
1469
10445
454
67
1602
11316
492
73
1736
12186
529
78
1869
13057
567
84
2003
13927
605
89
2136
15668
681
101
2403
17409
756
112
2670
9092
395
63
955
10103
439
70
1061
11113
483
77
1167
12123
527
84
1273
13134
57l
91
1379
14144
614
98
1486
15154
658
105
1592
16165
702
113
1698
18185
790
127
1910
20206
878
141
2123
9112
396
44
1379
10125
440
48
1533
11137
484
53
1686
12150
528
58
1839
13162
572
63
1993
14175
616
68
2146
15187
660
73
2299
16200
704
78
2453
18225
792
88
2759
20250
880
97
3066
9923
431
50
1201
11025
479
56
1335
12128
527
61
1469
13231
575
67
1602
14333
623
73
1736
15436
671
78
1869
16538
719
84
2003
17641
767
89
2136
19846
862
101
2403
22051
958
112
2670
9986
434
57
1064
11096
482
63
1182
12205
530
69
1301
13315
578
76
1419
14424
627
82
1537
15534
675
88
1655
16644
723
95
1774
17753
771
101
1892
19972
868
114
2129
22192
964
126
2365
10697
465
44
1379
11885
516
48
1533
13074
568
53
1686
14263
620
58
1839
15451
671
63
1993
16640
723
68
2146
17828
775
73
2299
19017
826
78
2453
21394
930
88
2759
23771
1033
97
3066
11053
480
70
866
12282
5 34
77
962
13510
587
85
1059
14738
640
93
1155
15966
694
101
1251
17194
74 7
109
1347
18423
801
116
1444
19651
854
124
1540
22107
961
140
1/37
24564
1068
155
1925
12012
522
50
1201
13347
580
56
1335
14681
638
61
1469
16016
696
67
1602
17351
754
73
1736
18686
812
78
1869
20020
870
84
2003
21355
928
89
2136
24024
1044
26694
1160
112
2670
12399
539
63
955
13777
599
70
1061
15154
658
77
1167
16532
718
84
1273
17910
778
91
1379
19288
838
98
1486
20665
898
105
1592
22043
958
113
1698
12649
549
57
1064
14054
611
63
1182
15460
672
69
1301
16865
733
76
1419
18271
794
82
1537
19676
855
88
1655
21082
916
95
1774
22487
977
101
1892
101
2403
24798
1078
127
1910
25298
1099
114
2129
27554
1198
141
2123
28109
1222
126
2365
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
152
WOOD BEAMS-SAFE LOAD TABLES
S e e i n s t r u c t i o n s l o r u s e of t a b l e s on page 5 8 .
Symbols used i n t h e t a b l e s a r e as follows:
F
h
= Allowable unit stress in e x t r e m e fiber in bending, psi
W = Total uniformly distributed load, pounds
w = Load p e r l i n e a r foot of b e a m , pounds
F
V
E
= Horizontal shear s t r e s s , p s i , induced by load W
L
Modulus of e l a s t i c i t y , 1000 p s i , induced hy load W f o r 1 i 3 6 0 limit
Beam s i z e s a r e e x p r e s s e d a s nominal s i z e s , inches, but calculations a r e b a s e d on net dimensions o l S 4 S s i z e s .
Fb
SIZE OF
BEAM
6
x
24
900
W
Fv
E
W
I4
x
I6
W
F,
E
W
8
x
22
W
F,
E
W
12 x I8
W
F,
E
W
IO
x
20
w
F,
E
W
I6
x
I6
W
F,
E
W
I4 x I8
W
Fv
E
W
8
x
24
W
F,
E
W
12 x 20
IO x 22
,v
E',
I.:
W
w
F,
E
1000
1100
1200
1300
1400
1500
1600
1800
2000
574
76
792
637
85
880
701
93
968
765
102
1057
829
110
1145
893
119
1233
956
127
1321
1020
136
1409
1148
153
1585
1275
170
1761
14101
613
50
1201
15668
681
56
1335
17235
749
61
1469
18802
817
67
1602
20369
885
73
1736
21935
953
78
1869
23502
1021
84
2003
25069
1089
89
2136
28203
1226
101
2403
31336
1362
112
2670
15073
655
70
866
16748
728
77
962
18423
801
85
1059
20097
873
93
1155
21772
946
101
1251
23447
1019
109
1347
25122
1092
116
1444
26797
1165
124
1540
30146
1310
140
1733
33496
1456
155
1925
15312
665
57
1064
17013
739
63
1182
18715
613
69
1301
22118
961
82
1537
23819
1035
88
1655
25520
1109
95
1774
27222
1183
101
1892
30624
1331
114
2129
34027
1479
126
2365
15705
682
63
955
17451
758
70
1061
1201
24431
1062
98
1486
25185
1095
78
1869
27921
1213
16190
703
50
22686
986
91
1379
23386
1016
73
1736
26176
1138
105
17989
782
56
1335
19196
a34
77
1167
19788
860
61
1469
20416
887
76
1419
20941
910
84
1273
21587
938
67
1602
34902
1517
141
2123
35979
1564
112
2670
17975
781
57
1064
19972
868
63
1182
21970
955
69
1301
23967
1042
76
1419
25964
1128
82
1537
18008
782
76
792
20009
869
85
880
22009
956
93
968
24010
1043
26011
1130
1057
19012
a 26
63
955
21125
918
70
1061
23237
1010
77
19092
830
70
866
21214
922
77
962
26984
1173
84
2003
1698
28783
1251
89
2136
31411
1365
127
1910
32381
1407
101
2403
27961
1215
88
1655
29959
1302
95
1774
31956
1389
101
1892
35951
1563
114
2129
39945
1736
126
2365
30013
1304
127
1321
32014
1391
136
1409
36016
1565
1145
28012
1217
119
1233
1585
40018
1739
170
1761
1167
25350
1102
84
1273
27462
1194
91
1379
29575
1285
98
1486
31687
1377
105
1592
3802!+
1653
127
1910
42250
1836
141
2123
23335
1014
85
1059
25457
1106
93
1155
27578
1199
101
1251
29700
1291
109
1347
31821
1383
116
1444
33800
1469
113
1698
33942
1475
124
1540
38185
1660
140
1733
42428
1844
155
1925
102
110
I
1592
153
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
153
WOOD BEAMS-SAFE LOAD TABLES
SIZE O F
BEAM
1111
W
16 x 18
W
I
I4
x
20
2
W
900
1000
20638
897
57
1064
22931
997
63
1182
1100
91:
22810
991
76
792
W
F,
W
I 8 x I8
I
16 x
F,
E
I
14 x 22
1409
1585
1761
51434
2236
57864
2515
64293
2795
57313
64477
2803
127
71641
1114
141
2123
27612
30680
1333
85
880
33748
iir67
93
968
18 x
20
16 x 22
I
24
W
I
FV
E
I
W
I
1
E"
1
i
l4
F,
E
I
W
,"F,,
i w
i
I
78932
1257
63
955
31151
1354
70
866
I
32238
1
955
1
32414
792
35171
1
I
32146
1397
70
1061
34612
1504
77
962
35820
1061
36016
880
39079
I
I
1
I
50689
2203
170
1321
48220
2096
~
W
W
45620
1983
153
28479
1238
69
1301
Fv
E
W
2123
30816
1339
93
1155
31068
1350
76
1419
36176
1572
Y3
1155
36816
1600
in2
1057
76
792
1910
40551
1763
136
33161
1441
85
1059
1200
49597
38017
1652
127
30146
1310
77
962
F,
E
44638
35482
1542
119
27132
1179
70
866
W
12 x 24
39678
1725
113
1698
I
32948
1432
110
34167
1485
84
1273
W
41277
1794
114
30413
1322
102
1057
31320
1361
77
1167
W
36690
1595
101
1892
27879
1212
93
968
~
28472
1237
70
1061
Fv
E
34397
1495
95
1774
2000
1379
ll;;
1167
I
1800
34718
1509
98
l/+86
~
I
1600
32238
1061
25890
1125
63
1182
1500
29758
1293
84
1273
__
25625
ill4
63
955
W
W
20
23301
1013
57
1064
1400
32104
866
W
1300
29811
lo;:
25344
1101
85
880
1200
27518
1196
76
1419
25224
1096
69
1301
I 22319 I 24798 I 27278
955
I O x 24
Fb
~
37198
1617
105
1592
~
1145
1233
41790
45005
1956
46566
2024
91
1379
501ii8
98
1486
53730
2336
105
1592
43219
1879
IO?
1057
46821
50422
2192
119
1233
54024
2348
127
1321
5762;
2505
136
1409
64829
153
1585
72032
3131
170
1761
46894
2038
93
1155
50802
2208
55710
2378
109
1347
58618
2548
116
62526
2718
124
1540
70342
3058
140
1733
78158
3398
155
1925
38576
1677
84
1273
35361
1537
77
1167
~
45863
1994
126
1816
~
38074
1655
85
1059
39502
41 535
1805
93
1155
112984
1868
84
1273
1167
39617
968
42986
__
~
2035
110
1145
101
1251
2180
1444
2GY1
113
1698
1910
2818
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
154
Fh
SIZE O F
BEAM
w
I6 x
24
W
3
w
20 x 22
w
F,
E
W
18 x 24
W
F,
F
W
22 x 22
W
F,
E
W
20 x 24
W
F,
F
-
W
22
x
24
w
F,
F
W
24 x 24
W
F,
1400
1500
1600
1800
2000
53757
2337
110
1145
57892
2517
119
1233
62028
2696
127
1321
66163
2876
136
1409
74433
3236
153
1585
82704
3595
170
1761
52254
2271
93
1155
56608
2461
101
1251
60963
2650
109
1347
65317
2839
116
1444
69672
3029
124
1540
78381
3407
140
1733
87090
3786
155
1925
51356
2232
93
968
56025
2435
102
1057
60694
2638
110
1145
65362
2841
119
1233
70031.
3044
127
1321
74700
3247
136
1409
84038
3653
153
1585
93375
4059
170
1761
48011
2087
77
962
52812
2296
85
1059
57613
2504
93
1155
62414
2713
101
1251
67216
2922
109
1347
72017
3131
116
1444
76818
3339
124
1540
86420
3757
140
1733
96022
4174
155
1925
46821
2035
76
792
52023
2261
85
57225
2488
93
968
62428
2714
102
1057
67630
2940
1145
72832
3166
119
1233
78035
3392
127
1321
83237
3619
136
1409
93642 104047
4071
4523
153
170
1585
1761
51623
2244
76
57359
2493
85
147
mn
63095
2743
93
968
68831
2992
102
1057
74567
3242
110
1145
80303
3491
119
1233
86038
3740
127
1321
91774
3990
136
1409
103246 114718
4488
ii987
153
170
1585
1761
56425
2453
76
62695
2725
85
63964
2998
93
75234
3271
102
81503
3543
110
87773
3816
119
94042 100312
4088
4361
127
136
112851 125390
4906
153
5451
170
1100
1200
900
1000
37216
1618
76
79 2
41352
1797
85
880
45487
1977
93
968
49622
2157
102
1057
39190
1703
70
866
43545
1893
77
962
47899
2082
85
1059
42019
1826
76
792
46687
2029
a5
880
43210
1878
io
866
880
~~~
1300
110
W
W
2 x 12
u
Fv
E
w
3 x IO
w
F,
E
791
32
35
1727
878
36
39
1919
966
40
42
2111
1054
43
46
2303
1142
47
50
2495
1230
51
54
2687
1318
54
58
2879
891
37
28
2101
990
41
32
2335
1089
45
35
2568
1188
49
38
2802
1287
53
41
3035
1386
57
44
3269
1485
61
48
3502
?-
1406
58
62
3071
1582
65
70
3455
1757
73
78
3839
1584
66
51
3736
1782
74
57
4203
1980
82
64
4670
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
I
155
WOOD BEAMS-SAFE LOAD TABLES
SIZE O F
BEAM
Fb
900
1000
1100
1200
1300
1400
1500
1800
1600
2000
92
I; ;"
64
3071
4306
179
1
3455
3839
4845
2011
5383
224
2559
2879
3199
5013
208
5640
235
6267
261
3637
4092
4547
5387
224
6061
252
6734
280
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
I
156
WOOD BEAMS-SAFE L O A D TABLES
~
~~
~
See instructions for u s e of tables on page 58.
Symlmls used i n the t a b l e s a r e as
follows:
= Allownlile unit stress i n e x t r e m e f i b e r in bending,
b
W = Total uniformly distributed load. pounds
F
w
psi.
= Load per l i n e a r foot of b e a m . pounds
Fv = Horizontal s h e a r s t r e s s , p s i , induced by load W
E = Modulus of elasticity. 1000 psi. induced by load
W
fur I
I
360
limit
Beam s i z e s a r e e x o r e s s e d as nominal s i z e s . i n c h e s . but calculations n r e l i a s e d
900
W
2
W
10 x 12
W
F,
E
W
6 x 16
W
F,
E
W
8 x 14
W
Fv
E
W
I2 x I2
W
F,
E
W
6x18
W
2
W
IO x 14
W
Fv
E
W
8 x 16
W
F,
E
W
6 x 20
W
F,
E
W
I2 x 14
dimensions of S4S s i z e s .
FL,
SIZE OF
BEAM
6x14
on net
W
Fv
E
1000
1100
1200
1300
1400
1500
1600
1800
2000
4176
174
42
1439
4640
193
46
1599
5104
212
51
1759
5568
232
56
1919
6032
251
60
2079
6496
270
65
2239
6960
290
70
2399
7425
309
75
2559
8353
348
84
2879
9281
386
93
3199
5234
218
35
1690
5816
242
39
1878
6398
266
43
2066
6979
290
47
2253
7561
315
51
2441
8143
339
55
2629
8724
363
59
2817
9306
387
63
3005
10469
436
71
3380
11633
484
79
3756
5505
229
48
1254
6117
254
53
1393
6729
280
59
1532
7340
305
64
1672
7952
331
69
1811
8564
356
75
1950
9176
382
80
2090
9787
407
86
2229
11011
458
96
2508
12234
509
107
2787
5695
237
42
1439
6328
263
46
1599
6960
290
51
1759
7593
316
56
1919
8226
342
60
2079
8859
369
65
2239
9492
395
70
2399
10125
421
75
2559
11390
474
84
2879
12656
527
93
3199
6336
264
35
1690
7041
293
39
1878
7745
322
43
2066
8449
352
47
2253
9153
381
51
2441
9857
410
55
2629
10561
440
59
2817
11265
469
63
3005
12673
528
71
3380
14082
586
79
3756
7018
292
54
1110
7798
324
60
1234
8577
357
66
1357
9357
389
72
1481
10137
422
78
1604
10917
454
85
1727
11697
487
91
1851
12476
519
97
1974
14036
584
15596
649
121
2468
7214
300
42
1439
8015
333
46
1599
8817
367
51
1759
9618
400
56
1919
10420
434
60
2079
11221
467
65
2239
12023
500
70
2399
12825
534
75
2559
14428
601
84
2879
16031
7507
312
48
1254
8714
363
60
996
8342
347
53
1393
9176
382
59
1532
10844
451
69
1811
11678
486
75
1950
12513
521
80
2090
13347
556
86
2229
15015
625
96
2508
16684
695
107
2787
9682
403
67
1107
10650
443
74
1218
10673
444
51
1759
10010
417
64
1672
11618
484
81
1329
12586
524
88
1439
13555
564
94
1550
14523
605
101
1661
15491
645
108
1772
17428
726
121
1993
19364
806
135
2215
11643
485
56
1919
12614
525
60
2079
13584
566
65
2239
14554
606
70
2399
15525
646
75
2559
17465
727
84
2879
19406
808
93
3'99
8732
363
42
1439
9703
404
46
1599
109
2221
667
93
3199
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
158
Fb
SIZE OF
BEAM
w
10 x 22
16 x 18
W
F,
E
w
W
F,
E
w
1 4 20
~
W
F,
E
W
I O x 24
W
F,
E
W
I2 x 2 2
W
Fv
E
W
18 x 18
W
Fv
E
W
16 x 20
W
F,
E
1500
1600
1800
2000
97
1306
28462
1185
104
1406
30495
1270
111
1506
32528
1355
119
1607
36594
1524
134
1808
40660
1694
149
2009
26371
1098
72
1481
28569
1190
78
1604
30766
1281
85
1727
32964
1373
91
1851
35162
1465
97
1974
39557
1648
109
2221
43952
1831
121
2468
26142
1089
74
1218
28518
1188
81
1329
30895
1287
88
1439
24288
1012
81
919
26717
1113
89
1011
29146
121.4
97
1102
31575
1315
106
1194
33271
1386
94
1550
34004
1416
1286
35648
1485
101
1661
36433
1518
122
1378
38025
1584
108
1772
38862
1619
130
1470
42778
1782
121
1993
43719
1821
146
1654
47531
1980
135
2215
48577
2024
163
1838
22149
922
67
904
24610
1025
74
1004
27071
1127
82
1105
29532
1230
89
1205
31993
1333
97
1306
34454
1435
104
1406
36915
1538
111
1506
39376
1640
119
1607
44298
1845
134
1808
49221
2050
149
2009
22330
930
54
1110
24811
1033
60
1234
27293
1137
66
1357
29774
1240
72
1481
32255
1343
78
1604
34736
1447
1727
37217
1550
91
1851
39699
1654
97
1974
44661
1860
109
2221
49623
2067
121
2468
24557
1023
60
996
27286
1136
67
1107
30015
1250
74
1218
32743
1364
81
1329
35472
1478
88
1439
38201
1591
94
1550
40929
1705
101
1661
43658
1819
108
1772
49115
2046
121
1993
54572
2273
135
2215
900
1000
1100
1200
1300
18297
762
67
904
20330
847
74
1004
22363
931
82
1105
24396
1016
89
1205
26429
19778
824
54
1110
21976
915
60
1234
24173
1007
66
1357
21389
891
60
996
23765
990
67
1107
21859
910
73
827
1101
1400
114
85
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
159
I
I
WOOD BEAMS-SAFE LOAD TABLES
Fb
SIZE OF
BEAM
900
W
22
x
22
W
F,
E
W
20
x
24
'"
FV
E
W
22
x
24
W
F,
E
1000
1100
1200
1300
41409
1725
67
904
46010
1917
74
1004
50612
2108
82
1105
55213
2300
89
1205
59814
2492
97
1306
44870
1869
73
827
49855
2077
81
919
54841
2285
89
1011
59827
2492
97
1102
64812
2700
106
1194
49472
2061
73
827
54969
2290
81
919
60466
2519
89
1011
65963
2748
97
1102
71460
2977
106
1194
1400
1500
1600
1800
2000
1286
1378
130
1470
1654
1838
43130
1797
94
1550
46210
1925
101
1661
49291
2053
108
1772
55453
2310
121
1993
61614
2567
135
2215
46439
1934
104
1406
49756
2073
111
1506
53073
2211
119
1607
59707
2487
134
1808
66341
2764
149
2009
48059
"%
1550
51492
2145
101
1661
54925
2288
108
1772
61790 68656
2574
2860
1211
135
1993
2215
76957
3206
114
1286
82453
3435
122
1378
I
87950
3664
130
1470
I
98944 109938
4122
4580
146
163
1654
1838
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
I
160
Fb
SIZE O F
BEAM
900
1000
1200
1100
1300
1400
1500
1600
1800
2000
24'- 0" SPAN CONT'D
54074
2253
73
827
W
24x 24
W
Fv
E
60082
2503
81
919
66091
2753
89
1011
72099
3004
97
1102
78107
3254
106
1194
84115
3504
114
1286
90124
3755
122
1378
96132 108148
4506
4005
146
130
1470
1654
120165
5006
163
1838
__
25'- 0"
- SPAN
- . . .. .
W
2 x 12
W
Fv
E
W
3
x
IO
W
Fv
E
W
2 x 14
W
F,
E
W
4 x 10
W
Fv
E
W
3
x
12
W
Fv
E
W
3 x 14
W
Fv
E
W
4
x
12
W
Fv
E
W
6 x IO
W
Fv
E
.
759
30
33
1799
843
33
37
1999
928
37
41
2199
1012
40
45
2399
1096
43
48
2599
1181
47
52
2799
1265
50
56
2999
1350
54
60
3199
1518
60
67
3599
1687
67
75
3999
855
34
27
2189
950
38
2432
1045
41
33
2675
1140
45
37
2918
1235
49
40
3162
1330
53
43
3405
1426
57
46
3648
1521
60
49
3891
1711
68
55
4378
1901
76
61
4864
1053
42
39
1528
1170
46
44
1698
1287
51
48
1867
1404
56
53
2037
1521
60
57
2207
1638
65
61
2377
1755
70
66
2547
1872
74
70
2716
2106
84
79
3056
2340
93
8E
3396
1197
47
27
2189
1330
53
30
2432
1464
58
33
2675
1597
63
37
2918
1730
69
40
3162
1863
74
43
3405
1996
79
46
3648
2129
85
49
3891
2395
95
55
4378
2661
61
4864
1265
50
33
1799
1406
56
37
1999
1546
61
41
2199
1687
67
45
2399
1828
73
48
2599
1968
78
52
2799
2109
84
56
2999
2250
90
60
3199
2531
10 1
67
3599
2812
11:
75
3995
1755
70
39
1528
1950
78
44
1698
2145
85
48
1867
2340
93
53
2037
2535
101
57
2207
2730
109
61
2377
2926
117
66
2547
3121
124
70
2716
3511
140
79
3056
3901
15f
8t
33%
1771
70
33
1799
1968
78
37
1999
2165
86
41
2199
2362
94
45
2399
2559
102
48
2599
2756
110
52
2799
2953
118
56
2999
3150
126
60
3199
3543
141
67
3599
393;
15;
7f
3999
1985
79
28
2131
2206
88
31
2368
2426
97
34
2605
2647
105
38
2842
2867
114
41
3078
3088
123
44
3315
3309
132
47
3552
3529
141
50
3789
3970
158
57
4263
4412
176
63
4736
30
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
1oc
161
I
WOOD BEAMS-SAFE LOAD TABLES
1
F,
SIZE OF
BEAM
I
b x 16
W
Fv
E
W
8x14
FV
E
W
12 x 12
W
F,
E
6
x 18
W
w
F,
E
1200
1400
1300
1500
1600
1800
2000
25'
38
2842
41
3078
44
3315
47
3552
50
3789
57
4263
63
4736
179
62
1741
194
67
1887
209
72
2032
224
77
2177
239
82
2322
269
93
2612
298
103
2903
5290
211
46
2347
5730
229
49
2543
6171
246
53
2739
6612
264
57
2934
7053
282
61
3130
7935
317
69
3521
8816
352
76
3913
5346
213
54
1999
5791
231
58
2166
6237
249
63
2333
6682
267
67
2499
7128
285
72
2666
8019
320
81
2999
8910
356
90
3333
6700
268
46
2347
7259
290
49
2543
7817
312
53
2739
8375
335
57
2934
8934
357
61
3130
10050
402
69
3521
11167
446
76
3913
8221
328
72
2032
8809
352
77
2177
9396
375
82
2322
10570
422
93
2612
11745
469
103
2903
1I
8505
340
631
23331
9112
364
67
2499
1I
9720
388
721
26661
10935
437
811
29991
12150
486
901
3333
1
8787
351
491
2543
94631
378
531
27391
101391
405
57
2934
10815l
432
611
31301
121661
486
691
35211
13518
540
761
3913
I
16711
17991
1928
20571
23141
211
46
1306
234
51
1451
258
56
1596
7047
281
62
1741
7634
305
67
1887
5467
218
40
1499
6075
243
45
1666
6682
267
49
1833
7290
291
54
1999
7897
315
58
2166
6083
243
34
1760
6759
270
38
1956
7435
297
42
2152
8111
324
46
2347
6737
269
52
1157
7486
299
58
1285
8234
329
64
1414
1542
I1
1
I
1
I
I
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
2571
162
~
WOOD BEAMS-SAFE LOAD TABLES
S e e i n s t r u c t i o n s l o r use of t a b l e s on page 58
Symbols used i n t h e t a b l e s a r e as lollows:
F
= Allowalile unit s t r e s s i n e x t r e m e f i b e r in bending, psi
W
= Total uniformly distributed load, pounds
b
w =
Load p e r l i n e a r root of beam. pounds
F = Horizontal s h e a r s t r e s s , p s i , induced by load W
V
E = Modulus of e l a s t i c i t y , 1000 p s i . induced by load W l o r 1 I 3 6 0 limit
Beam s i z e s a r e e x p r e s s e d
as
nominal s i z e s , i n c h e s , but calculations a r e l i a s e d on net dimensions 01 S4S s i z e s .
I
W
8 x 18
W
2
W
1 4 x 14
W
F,
E
W
6
x
22
W
F,
E
W
I2 x I6
W
Fv
E
W
8x
20
W
Fv
E
9187
367
52
1157
10208
408
58
1285
11229
449
64
1414
12250
490
70
1542
13270
530
75
1671
14291
571
81
1799
15312
612
87
1928
16333
653
93
2057
18175
735
10,s
2314
20411
811
116
2571
9841
393
40
1499
10935
437
45
1666
12028
481
49
1833
13122
524
54
1999
14215
568
58
2166
15309
612
63
2333
16402
656
67
2499
17496
699
72
2666
19683
787
81
2999
21870
874
90
3333
10169
406
64
941
11299
451
71
1046
12429
497
78
1151
13559
542
86
1255
14689
587
93
1360
15819
632
100
1465
16949
677
107
1569
18079
723
114
1674
20138
813
129
1883
22598
903
143
2093
11051
442
46
1306
12279
491
51
1451
13507
540
56
1596
14735
589
62
1741
15963
638
67
1887
17191
687
72
2032
18419
736
77
2177
19647
785
82
2322
22102
884
93
2612
24558
982
103
2903
11407
456
58
1038
12675
507
65
1153
13442
557
71
1269
15210
608
78
1384
16477
659
84
1499
17745
709
91
1615
19012
760
97
1730
20280
811
104
1846
22815
912
117
2076
25350
1014
130
2307
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
~
163
Fb
SIZE O F
BEAM
t o x ia
900
w
I
w
2
I
w
a
1
I
I
I
22
I
12 x 18
1100
I
1300
1200
25'- 0" SPAN
1 iv
I
6x241
l 4 x I6
1000
1400
1500
1600
27562
1102
87
1928
29400
1176
93
2057
2000
1800
CONT'D
:,
E
w
;,
E
w
W
F,
E
I w
1
I
I6 x I6
I
=-I
24
14 x 20
I
I
w
W
F,
E
w
16537
661
52
1157
18375
735
58
1285
23887
955
75
1671
25725
1029
81
1799
20212
808
64
1414
22050
1053
1148
1340
21378
23322
932
25265
27209
1 0 ~ ~ 1088
882
70
1542
33074
1322
105
2314
36750
1470
116
2571
W
W
F,
E
861
I
19435
17565
702
64
941
19517
780
71
1046
21468
858
78
1151
23420
936
86
1255
25372
1014
93
1360
27324
1092
18987
759
52
1157
21097
843
58
1285
23206
928
64
1414
25316
1012
70
1542
20533
821
5H
1038
22815
912
65
1153
25096
1003
71
1269
27378
1095
78
1384
I
~---__-: V I
156
1914
-
~
17491
699
58
1038
76
75
7
1153
125
1531
71
1269
13;:
I
1499
1l:;l
1730
31096
1243
104
1846
34
13
99
8 92 1
-
~
38870
1554
130
2307
_______
1465
29275
1171
107
1569
31227
1249
114
1674
35130
1405
129
1883
39034
1561
143
2093
27426
1097
75
1671
29536
1181
81
1799
31645
1265
87
1928
33755
1350
37974
1518
105
2314
42194
1687
116
2571
29659
1186
84
1499
31940
1277
91
1615
34222
1368
97
1730
36504
1460
104
1846
41066
1642
45630
1825
1cs
93
2057
117
2076
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
130
2307
164
W O O D BEAMS-SAFE LOAD TABLES
See i n s t r u r t i o n s f o r u s e of tables on page 5 8 .
Synilwls u s e d i n the tables a r e as lollows:
F =
Allowalile
unit s t r e s s in e x t r e m e fiber in bendinfi. psi.
I>
W = Total uniformly distributed load. pounds
w =
F
V
E
Load p e r linear foot of b e a m . pounds
= Horizontal s h e a r s t r e s s , p s i , induced by load W
.
Modulus of elasticity. 1000 p s i . induced by load W for
/
360 l i m i t
Beam s i z e s a r e e x p r e s s e d a s nominal s i z e s . i n c h e s , but calculations n r e l ~ a s e don net dimensions of S4S s i z e s .
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
165
I
A
M
s
1
- SAFELOAD TABLES
'b
SIZE OF
BEAM
900
1000
1100
1200
1300
1400
1500
1600
1800
2000
25'- 0" SPAN CONT'D
W
18 x
22
W
2
W
16 x 24
W
F,
E
W
20
x
22
W
F,
E
W
18 x
24
W
Fv
E
W
22 x 22
W
F,
E
W
20
x
24
W
F,
E
w
22 x 24
W
F,
E
W
24 x 24
W
F,
E
32357
1294
64
941
35952
1438
71
1046
39548
1581
78
1151
43143
1725
86
1255
46738
1869
93
1360
50333
2013
100
1465
53929
2157
107
1569
57524
2300
114
1674
64714
2588
129
1883
71905
2876
143
2093
34239
1369
70
861
38043
1521
78
957
41848
1673
86
1053
45652
1826
94
1148
49457
1978
101
1244
53261
2130
109
1340
57065
2282
117
1436
60870
2434
125
1531
68478
2739
141
1723
76087
3043
156
1914
36055
1442
64
941
40061
1602
71
1046
44067 48074
1762
1922
78
86
1255
1151
52080
2083
93
1360
56086
2243
100
1465
60092
2403
107
1569
64098
2563
114
1674
72110
2884
129
1883
80123
3204
143
2093
38657 42952
1546
1718
70
78
957
861
47248
1889
86
1053
51543
2061
94
1148
55838
2233
101
1244
60133
2405
109
1340
64429
2577
117
1436
68724
2748
125
1531
77314
3092
141
1723
85905
3436
156
1914
39753
1590
64
941
44170
1766
71
1046
48587
1943
78
1151
53004
2120
86
1255
57421
2296
93
1360
61838
2473
100
1465
66255
2650
107
1569
70672
2826
114
1674
79506
3180
129
1883
88341
3533
143
2093
43075
1723
70
861
47861
1914
78
957
52647
2105
86
1053
57434
2297
94
1148
62220
2488
101
1244
67006
2680
109
1340
71792
2871
117
1436
76578
3063
125
1531
86150
3446
141
1723
95723
3828
156
1914
47493
1899
70
861
52770
2110
78
957
58047
2321
86
1053
63324
2532
94
1148
68601
2744
101
1244
73878
2955
109
1340
79155
3166
117
1436
84432
3377
125
1531
94986
3799
141
1723
105541
4221
156
1914
51911
2076
70
861
57679
2307
78
957
63447
2537
86
1053
69215
2768
94
1148
74983
2999
101
1244
80751
3230
109
1340
86519
3460
117
1436
92287 103822
4152
3691
125
141
1723
1531
115358
4614
156
1914
26'- 0" SPAN
W
2 x 14
W
Fv
E
W
4x
IO
W
Fv
E
W
3 x 12
W
Fv
E
W
3
x
14
W
Fv
E
1012
38
38
1589
1125
43
42
1766
1237
47
46
1942
1350
51
50
2119
1463
56
55
2295
1575
60
59
2472
1688
64
63
2649
1800
69
67
2825
2025
77
76
3178
2250
86
84
3532
1151
44
26
2276
1279
49
29
2529
1407
54
32
2782
1535
59
35
3035
1663
63
38
3288
1791
68
41
3541
1919
73
44
3794
2047
78
47
4047
2303
88
53
4553
2559
98
59
5059
1216
46
32
1871
1352
52
36
2079
1487
57
39
2287
1622
62
43
2495
1757
67
46
2703
1893
72
50
2911
2028
78
54
3119
2163
83
57
3327
2433
93
64
3743
2704
104
72
4159
1688
64
38
1589
1875
72
42
1766
2063
79
46
1942
2250
86
50
2119
2438
93
55
2295
2625
100
59
2472
2813
108
63
2649
3001
115
67
2825
3376
129
76
3178
3751
144
84
3532
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
-
166
WOOD BEAMS- SAFE LOAD TABLES
~~
See i n s t r u c t i o n s f o r use of t a b l e s on page 5 8 .
Symbols u s r d i n t h e t a b l e s a r e as f o l l o w s :
F = Allowable unit stress in e x t r e m e fiber in bending, p s i .
b
W = Total uniformly distributed load. pounds
Load p e r l i n e a r foot o f b e a m . pounds
w =
F
V
E
= Horizontal s h e a r s t r e s s , p s i , induced by load W
Modulus o f e l a s t i c i t y , 1000 p s i . induced by load W f o r 1 /'360 limit
~
Beam s i z e s a r e e x p r e s s e d a s nominal s i z e s , i n c h e s , but calculations are Ibased
~~~
on net
dimensions o i S 4 S s i z e s .
~
Fb
SIZE O F
BEAM
900
1000
1100
1200
1300
1400
1500
1600
1800
7.000
26'- 0" SPAN CONT'D
W
4 x I2
W
F,
E
W
6
x IO
W
Fv
E
W
3
x 16
W
F,
E
W
4
x
14
W
Fv
E
W
8
x
10
W
Fv
E
W
6
x
12
W
F,
E
W
IO x I O
W
F,
E
W
4 x 16
W
Fv
E
W
8 x
12
W
F,
E
W
6 x 14
W
Fv
E
1703
65
32
1871
1893
72
36
2079
2082
80
39
2287
2271
87
43
2495
2460
94
46
2703
7650
101
50
2911
2839
109
54
3119
3028
116
57
3327
3407
131
64
3743
3781
141
7:
4155
1909
73
27
2216
2121
81
30
2463
2333
89
33
2709
2545
97
36
2955
2757
106
39
3202
2969
114
42
3448
3181
122
45
3694
3394
130
48
3941
3818
146
54
4433
424:
16:
6(
492(
2236
86
43
1360
2484
95
48
1534
2733
105
53
1687
2981
114
58
1841
3230
124
63
1994
3478
133
68
2148
3726
143
73
2301
3975
152
78
2455
4472
172
87
2761
496!
19:
9:
3061
2453
94
38
1559
2725
104
43
1733
2998
47
1906
3271
125
51
2079
3543
136
56
2253
3816
146
60
2426
4088
157
64
2599
4361
167
69
2773
4906
188
77
3119
545~
20'
81
3461
2603
100
27
2216
2892
111
30
2463
3181
122
33
2709
3471
133
36
2955
3760
144
39
3202
4049
155
42
3448
4338
166
45
3694
4628
178
48
3941
5206
200
54
4433
5781
22:
61
4921
2797
107
33
1831
3108
119
36
2034
3419
131
40
2238
3730
143
44
2441
4040
155
47
2645
4351
167
51
2848
4662
179
55
3052
4973
191
58
3255
5595
215
66
3662
6211
23'
7.
406'
3297
126
27
2216
3663
140
30
2463
4030
155
33
2709
4396
169
36
2955
4763
183
39
3202
5129
197
42
3448
5495
211
45
3694
5862
225
48
3941
6595
253
54
4433
732'
28
61
4921
3234
124
44
1358
3593
138
49
1509
3952
152
54
1660
4312
165
59
1811
4671
179
64
1962
5030
193
69
2113
5390
207
74
2264
5749
221
79
2415
6468
248
89
2717
7181
271
9'
301'
3814
146
33
1831
4238
163
36
2034
4662
179
40
2238
5086
195
44
2441
5510
211
47
2645
5934
228
51
2848
6358
244
55
3052
6782
260
58
3255
7629
293
66
3662
847
32,
7
406'
3855
14 8
38
1559
4283
164
43
1733
4712
181
47
1906
5140
197
51
2079
5568
214
56
2253
5997
230
60
2426
6425
247
64
2599
6853
263
69
2773
7710
296
77
3119
856
32'
88
3468
115
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
167
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
168
WOOD BEAMS-SAFE LOAD TABLES
S e e i n s t r u c t i o n s f o r u s e of tables on page 58.
Symhols used i n the tables a r e a s
F
b
follows:
= Allowable unit s t r e s s i n e x t r e m e fiber in bending, p s i .
W =
Total u n i f o r m l y distributed load, pounds
w =
Load p e r l i n e a r root of b e a m , pounds
F = Horizontal s h e a r s t r e s s , p s i , induced by load W
V
E = Modulus of elasticity, 1000 p s i , induced by load W for II 3 6 0 limit
Beam s i z e s a r e e x p r e s s e d a s nominal s i z e s , i n c h e s , hut calculations n r e l i a s r d onnet dimensions o i S 4 S s i z e s .
Fb
SIZE OF
BEAM
900
1000
1100
1200
1300
26'- 0" SPAN
I2 x I6
W
8 x 20
W
Fv
E
Fv
E
10 x I8
W
Fv
E
W
6 x 24
W
Fv
E
W
I4 x I6
W
Fv
E
W
8 x 22
W
Fv
E
W
12 x I8
W
Fv
E
W
10 x 20
W
Fv
E
W
I6 x I6
w
Fv
E
W
I
~ I8x
W
Fv
E
1400
1500
1600
1800
2000
CONT'D
10626
408
44
1358
11807
454
49
1509
12987
499
54
1660
14168
544
59
1811
15349
590
64
1962
16530
635
69
2113
17710
68 1
74
2264
18891
726
79
2415
21252
817
89
2717
23614
908
99
3019
10968
421
56
1079
12187
468
62
1199
13406
515
68
1319
14625
562
75
1439
15843
609
81
1559
17062
656
87
1679
18281
703
93
1799
19500
750
100
1919
21937
843
112
2159
24375
937
125
2399
11189
4 30
50
1203
12433
478
56
1337
13676
526
61
1470
14919
573
67
1604
16163
621
72
1738
17406
669
78
1872
18649
717
84
2005
19893
765
89
2139
22379
860
100
2406
24866
956
112
2674
11682
449
67
896
12980
499
75
995
14278
549
82
1095
15576
599
90
1194
16874
649
97
1294
18172
698
105
1394
19470
748
112
1493
20768
798
120
1593
23364
898
135
1792
25960
998
150
1991
12474
479
44
1358
13860
533
49
1509
15246
586
54
1660
16632
639
59
1811
18018
693
64
1962
19404
746
69
2113
20790
799
74
2264
22176
852
79
2415
24949
959
89
2717
27721
1066
99
3019
13334
512
62
979
14815
569
68
1088
16297
626
75
1197
17778
683
82
1306
19260
740
1414
20741
797
96
1523
22223
854
103
1632
23705
911
110
1741
26668
1025
124
1959
29631
1139
137
2176
13545
5 20
50
1203
15050
578
56
1337
16555
636
61
1470
18060
694
67
1604
19565
752
72
1738
21071
810
78
1871
22576
868
84
2005
24081
926
89
2139
27091
1041
100
2406
30101
1157
112
2674
13893
534
56
1079
15437
593
62
1199
16981
653
68
1319
18525
712
75
1439
20068
771
81
1559
21612
831
87
1679
23156
8 90
93
1799
24700
950
100
1919
27787
1068
112
2159
30875
1187
125
2399
14322
5 50
44
1358
15913
612
49
1509
17505
673
54
1660
19096
734
59
1811
20688
795
64
1962
22279
856
69
2113
23870
918
74
2264
25462
979
79
2415
28645
1101
89
2717
31827
1224
99
3019
15901
611
50
1203
17668
679
56
1337
19435
747
61
1470
21201
815
67
1604
22968
883
72
1738
24735
951
78
1871
26502
1019
84
2905
28269
1087
89
2139
31802
1223
100
2406
35336
1359
112
2674
89
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I
7
SIZE OF
BEAM
900
169
Fb
1000
1100
1200
1300
26'- 0" SPAN
1400
1500
1600
1800
2000
CONT'D
W
W
I O x 22
14
l4
x
20
22
F,
E
I
1
:,
E
U'
F,
E
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-
WOOD BEAMS- SAFE LOAD TABLES
S e e i n s t r u c t i o n s f o r u s e of t a b l e s
on
page 5 8 .
Symbols used i n t h e t a b l e s a r e as lollows:
F = Allowable unit s t r e s s in e x t r e m e fiber in bending, p s i .
L,
W
= Total uniformly distributed load, pounds
w =
F
V
Load p e r l i n e a r foot 01 b e a m , pounds
= Horizontal shear s t r e s s , p s i , induced by load W
E - Modulus 01 elasticity. 1000 p s i , induced by load W for 1 , 3 6 0 limit
Beam s i z e s a r e e x p r e s s e d as nominal s i z e s , i n c h e s , but calculations a r e b a s e d on net dimensions of S 4 S s i z e s .
SIZE O F
BEAM
900
W
20
x
20
W
3
W
14 x 24
W
3
W
18 x
22
W
F,
E
W
16
x
24
W
F,
E
W
20
x
22
W
FV
E
W
18 x 24
W
FV
E
W
22
x
22
W
FV
E
W
20
x
24
W
F,
E
W
22
x
24
ii'
FV
E
W
24
x
24
W
FV
E
I
1000
1
1100
I
1200
I
Fb
1300
I
1400
I
1500
I
1600
I
1800
I
2000
28518
1096
56
1079
31687
1218
62
1199
34856
1340
68
1319
38025
1462
75
1439
41193
1584
81
1559
44362
1706
87
1679
47531
1828
93
1799
50700
1950
100
1919
57037
2193
112
2159
63375
2437
125
2399
28674
1102
67
896
31860
1225
75
995
35046
1347
82
1095
38232
1470
90
1194
41418
1593
97
1294
44604
1715
105
1394
47790
1838
112
1493
50976
1960
120
1593
57349
2205
135
1792
63721
2450
150
1991
31112
1196
62
979
34569
1329
68
1088
38026
1462
75
1197
41483
1595
82
1306
44940
1728
89
1414
48397
1861
96
1523
51854
1994
103
1632
55311
2127
110
1741
62225
2393
124
1959
69139
2659
137
2176
32922
1266
67
896
36580
1406
75
995
40238
1547
82
1095
43896
1688
90
1194
47554
1829
97
1294
51212
1969
105
1394
54870
2110
112
1493
58529
2251
120
1593
65845
2532
135
1792
73161
2813
150
1991
34668
1333
62
979
38520
1481
68
1088
42372
1629
75
1197
46225
1777
82
1306
50077
1926
89
1414
53929
2074
96
1523
57781
2222
103
1632
61633
2370
110
1741
69337
2666
124
1959
77041
2963
137
2176
37170
1429
67
896
41300
1588
75
995
45430
1747
82
1095
49560
1906
90
1194
53690
2065
97
1294
57821
2223
105
1394
61951
2382
112
1493
66081
2541
120
1593
74341
2859
135
1792
82601
3176
150
1991
38224
1470
62
979
42471
1633
68
1088
46718
1796
75
1197
50966
1960
82
1306
55213
2123
89
1414
59460
2286
96
1523
63707
2450
103
1632
67954
2613
110
1741
76449
2940
124
1959
84943
3267
137
2176
41418
1593
67
896
46020
1770
75
995
50622
1947
82
1095
55225
2124
90
1194
59827
2301
97
1294
64429
2478
105
1394
69031
2655
112
1493
73633
2832
120
1593
82837
3186
135
1792
92041
3540
150
1991
45666
1756
67
896
50740
1951
75
995
55815
2146
82
1095
60889
2341
90
1194
65963
2537
97
1294
71037
2732
105
1394
76111
2927
112
1493
81185
3122
120
1593
91333 101481
3903
3512
135
150
1792
1991
49914
1919
67
896
55461
2133
75
995
61007
2346
82
1095
66553
2559
90
1194
72099
2773
97
1294
77645
2986
105
1394
83191
3199
112
1493
88737
3412
120
1593
99829 110922
3839
4266
150
135
1792
1991
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WOOD COLUMNS
General Design Information
Investigation of the strength of a wood column or other member loaded to induce
compression parallel t o grain should take into consideration the following factors:
Type of column, whether solid, spaced or built-up member.
Shape of cross section, whether rectangular, round or other form.
Cross-sectional area of column.
Slenderness ratio or relation of laterally unsupported length to least
dimension of cross section or radius of gyration.
Degree of end fixity.
Amount and type of loading, whether axial only o r axial combined
with bending.
Design values for species and grade of lumber used.
Type and Shape of Column
The most common wood column is a solid member of rectangular or round cross section.
Under certain conditions, members may be nailed or bolted together to form larger columns but
because of the possibility of movement along the joint, such members have lower load capacity
than sawn or round columns.
Spaced columns which consist of two or more pieces with spacer blocks between are
frequently used as top chords of wood trusses. Because ends of the members of a spaced column
are restrained, the degree of end fixity for a spaced column is greater than for the type of simple
column described in the preceding paragraph. The side members and spacer blocks of spaced
columns are connected by means of bolts or bolts and split-ring connectors.
Net Sizes of Lumber
on
Lumber is customarily specified in terms of nominal sizes but calculations must be made
the basis of net dimensions which are tabulated herein for lumber surfaced four sides 64s).
Slenderness Ratio for a Column
The slenderness ratio of a column is a measure of its stiffness. Since the maximum unit
axial stress for a column is calculated through use of the slenderness ratio, it has an important
bearing on the load a column will support.
The slenderness ratio is the laterally unsupported length in inches divided by the
appropriate cross-sectional dimension in inches. The laterally unsupported length, e , is measured
parallel to the longitudinal axis and is the distance between supports which restrain the column
against lateral movement in the direction in which the cross-sectional dimension, d, i s measured.
This is illustrated in Figure 12.
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~
WOOD COLUMNS
Figure 12. Slenderness, Ratio Qld, for Simple Solid Columns
The cross-sectional dimension, d, of the column is measured perpendicular to the
longitudinal axis of the column, on the face which is parallel to the plane of lateral support. Since
each rectangular column has two faces, and two major axes or planes for lateral support, both
slenderness ratios, V , / d l and !Z2/d2, should be checked and the larger one used in design.
Design Stresses
Design values applicable to design of wood columns or other compression members for the most
frequently encountered conditions of use are given ..I the National Design Specification for Wood
Construction. As indicated therein, these design values may be subject to adjustment for different
moisture service conditions or durations of loading.
Moisture service condition modification factors are given in the National Design
Specification for Wood Construction. Modification factors for duration of load are described on
pages I3 t o I 5 herein. Modulus of elasticity design values, E, are not subject t o adjustment for
duration of load.
All modifications of design values should be made before calculating the column working
stress, Fc’ . Calculated values of Fc’ are not subject to further adjustment for moisture service
condition or duration of loading.
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203
NOOD COLUMNS
Solid Columns
The tabulated compression design value, F,, shall he multiplied by all applicable adjustment factors to
determine the allowable compression design value, Fc’, for square or rectangular simple, solid columns. The
column stability factor, C,, shall be calculated as follows:
-1-
C,= 1 +(Fa IFc*)
2c
in which
= tabulated com ression design value multiplied by all applicable adjustment factors except C,
F,*
F,,
= KcE E’I(P,/d)
f
K,,
K,,
c
c
c
=
=
=
=
=
0.3 for visually graded lumber and MEL
0.418 for products with COVE 5 0.11 (see NDS Appendix F.2)
0.8 for sawn lumber
0.85 for round timber piles
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 P,ld Ratio
The slenderness ratio for solid columns, PJd, shall not exceed 50, except that during construction P,/d shall
not exceed 75.
Column Fixity
The effective column length, e,, 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 he 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 he reduced accordingly. Actual column length shall he permitted
to be multiplied by the appropriate buckling length coefficient specified in NDS Appendix G to determine
effective column length, P , = (KJP).
For solid columns with rectangular cross section, the slenderness ratio, PJd, shall be taken as the larger of
the ratios P,,/d, or P,,/d, (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 tJd ratio should be 0.886 times the
diameter of the round column.
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204
WOOD COLUMNS
Tapered Round Columns
For design of a column with rectangular cross section, tapered at one
dimension, d, for each face of the column shall be derived as follows:
d=d,+(d,-d&
in which
d,
dmx
=
-
or
both ends, the representative
1 1 ::I
a-0.1 1--
the minimum dimension for that face of the column
the maximum dimension for that face of the column
S U D WConditions
~~
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=d, +(d- -d&( 113)
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, 4 (FJ(CD)(CM)(C,).
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 laminationsin which
each lamination has a rectangular cross section and is at least 1-10" 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 he 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, P e , and slenderness ratio, PJd, shall be determined in accordance with provisions found
on page 203.
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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 9Jd
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; i.e., 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
4
P1/20; K,=2.5
P I and t2 = distance between points of lateral
support in planes 1 and 2, measured from center
to center of lateral supports for continuous
spaced columns, and measured from end to end
for simple spaced columns, inches.
P, = distance from center of spacer block to
centroid of the group of split ring or shear plate
connectors in end blocks, inches.
d, and 4 = cross-sectional dimensions of
individual rectangular compression members in
planes of lateral support, inches.
Condition "b": P,/20 < end distance
K,=3.0.
< 9,110;
Figure 14. Spaced Column Joined by Split Ring or Shear
Plate Conneetors
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206
~~
WOOD COLUMNS
Spacer and End Block Provisions
When a single spacer block is located within the middle tenth of the column length, P 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 1/2 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
considered as the end of the spaced column, and the portion of the web members, between the individual
pieces making up a spaced column, shall he permitted to be considered as the end blocks.
be
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
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 cawing the load computed in 15.2.2.5. Blocks thicker than a side
member do not appreciably increase load capacity.
nor shall thickness, width,
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 he 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 , = (&)(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) Plldl shall not exceed 80, where PI is the distance between lateral supports that provide restraint
perpendicular to the wide faces of the individual members.
(h) Pz/% shall not exceed 50, where P 2 is the distance between lateral supports that provide restraint in a
direction parallel to the wide faces of the individual members.
(c) P3/dl shall not exceed 40, where P 3 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:
in which
F,' =
FcE =
KcE =
KcE =
tabulated compression design value multiplied by all applicable adjustment factors except C,
K,, K, E' I(PJd)'
0.3 for visually graded lumber and machine evaluated lumber (MEL)
0.418 for products with COVE s O . 1 1 (see NDS Appendix F.2)
(see
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2.3)
207
WOOD COLUMNS
Kx
Kx
-
2.5 for fixity condition “a”
3.0 for fixity condition ”b”
-
0.9 for glued laminated timber
-
C
C
0.8 for sawn lumber
When individual members of a spaced column are of different species, grades, or thicknesses, the lesser
allowable compression parallel to grain design value, Fc’, for the weaker member shall apply to both members.
The allowable compression parallel to grain design value, Fc’, for a spaced column shall not exceed the
allowable compression parallel to grain design value, Fc’, for the individual members evaluated as solid columns
witbout regard to fixity in accordance with page 203 using the column slenderness ratio P,/d, (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:
in which
fc
<
FeEl
-
K,E E’ (fei/di)2
fbl = actual edgewise bending stress (hending load applied to narrow face of member)
d, = wide face dimension
d, = narrow face dimension
Effective column length, P,l shall be determined in accordance with page 203. F,’ and FcEl shall he determined
in accordance with page 203 using the slenderness ratio, PJd, 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).
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
WOO0 COLUMNS
Solution of Hankinson Formula
The compressive strength of wood depends on the direction of the applied load. It is
highest parallel to the grain and lowest perpendicular to grain. The variation in strength at angles
between parallel and perpendicular is determined by the Hankinson formula which is as follows:
Fg Fcl
Fn =
Fgsin*O + Fc, cos20
design value for end grain in bearing parallel to the grain, psi.
Fg =
F = design value in compression perpendicular to the grain, psi.
C l
e
F
= Angle between the direction of grain and direction of load
normal to the face considered.
= design value in compression at inclination 8 with the
direction of grain.
The Hankinson formula is for the condition where the loaded surface is perpendicular to
the direction of the load. Where the resultant force is at an angle other than 9 0 °with the
surface under construction, the angle 8 is the angle between the direction of grain and the
direction of the force component which is perpendicular to the surface.
The following table lists Sin2@ and Cos2 8 for various angles of 8
0.00000
.00760
.03015
.06698
.11698
.17860
.25000
.32899
.41318
.50000
0
5
10
15
20
25
30
36
40
45
1.00000
.99240
.96985
.93302
.88302
. 8 2 140
.75000
.67101
.58682
.50000
.58682
.67101
.75000
.82140
.88302
.93302
.96985
.99240
1.00000
:
50
55
60
65
70
75
80
85
90
.41318
.32899
.25000
.17860
.11698
.06698
.03015
.00760
. 00000
Graphic solution to the Hankinson formula is shown in Figure 15. EXAMPLE. Assume an Fg
value of 960 psi, and Fc, value of 360 psi and an angle 0 of 35'. On line AB locate 360 psi and project to
line AC. On same line AB locate 960 psi and project to point m on line. Where line m-n intersects the
radial for 35" project to line AB and read 620 psi.
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
WOOD COLUMNS
E
12
II
10
n
9
8
C
7
\
9
6
5
4
3
2
I
A
Figure
Graphic SC
In
c
r
son Formula
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
WOOD COLUMNS
WOOD COLUMNS
Use of Tabular Column Data
The tabular data included herein for unit axial stresses provides a simplified and accurate method for calculating
design loads on columns of any size and length. The load is determined by multiplying the appropriate tabular unit
stress by the cross-sectional area of the member, based on net dimensions. Where the degree of refinement so
indicates, the weight of the column should he deducted to determine the design load which may be applied.
Unit axial stresses are provided for simple solid columns, spaced columns with end condition "a" and spaced
columns with end condition "h".
Ratio of Pid
The Bid ratio is calculated in the manner previously described in the text on wood columns. Values of F,' for @
d/
ratios intermediate to those given may be determined by straight line interpolation. For example, a simple, solid
column having an F, of 1,200 psi and E of 1,600,000 psi, the F,' for an @idof 28 is 529 psi and the F,' for an P/d
of 29 is 500 psi. F o r an Bid of 28.4, the F,' is 500 + 0.6(529-500) = 517.4 psi.
Design Values of E and F.
Modulus of elasticity, E, and compression parallel to grain, F-, design values for the species and grade of wood to
be used may be obtained from the National Design Specification for Wood Construction. If appropriate, E and F,
should be adjusted as previously described for the conditions under which the column will be used.
Tabular values of F,' are provided for a range of E values from 2,100,000 to 900,000 psi, for F, values between
and 3,600 psi as appropriate for each E. Values of F,' for F, values intermediate to those tabulated may be
determined by straight line interpolation. For example, for an @idof 25 and E of 1,400,000 psi, the F,' for an F. of
1000 psi is 543 psi and the F,' for an F, of 800 psi is 502 psi. For an F, of 875 psi, the interpolated F,' is 502 +
751200 (543-502) = 5 17.4 psi.
200
Use of Tabular Data for Round Columns
Unit axial loads for simple solid columns of square cross section may be converted to unit loads for round
columns. First, multiply the column diameter by 0.886 to determine the dimension, d, and then calculate the Pid ratio.
From the tabular data obtain the applicable F,' for that @id ratio and multiply this by the cross sectional area of the
round column to determine the design load for the column.
Conversely, to determine the diameter of a round column required to carry the same total load as a square column,
multiply the dimension d of the square column by 1.128.
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
UNIT AXIAL STRESSES - SIMPLE SOLID COLUMNS - l/d from 2 to 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 Fc for different
load duration, if applicable (see page 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
l/d
E
F c*
2
4
6
8
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
4000
3800
3600
3400
3200
3979
3781
3583
3385
3187
3914
3722
3530
3338
3145
3790
3612
3432
3252
3069
3588
3432
3274
3112
2948
3285
3162
3035
2904
2767
3094
2992
2884
2770
2650
2884
2802
2714
2619
2518
2665
2600
2530
2454
2371
2445
2396
2342
2282
2216
2234
2197
2156
2110
2058
2038
2010
1978
1943
1903
1858
1836
1812
1785
1754
1695
1679
1660
1639
1615
1549
1537
1522
1506
1487
1419
1409
1398
1385
1370
1303
1295
1286
1275
1264
1199
1193
1185
1177
1168
1106
1101
1095
1088
1081
1023
1019
1014
1009
1002
949
945
941
937
932
882
879
876
872
867
822
819
816
813
809
767
765
763
760
757
718
716
714
711
709
673
671
669
667
665
3000
2800
2100000 2600
2400
2200
2988
2790
2591
2393
2194
2952
2758
2564
2370
2175
2886
2701
2516
2329
2140
2781
2611
2439
2265
2088
2625
2479
2327
2172
2011
2525
2393
2255
2112
1963
2409
2294
2172
2042
1906
2281
2183
2077
1963
1841
2143
2062
1973
1875
1768
2000
1935
1862
1779
1688
1857
1805
1746
1679
1602
1719
1678
1631
1576
1513
1588
1556
1518
1475
1423
1465
1440
1411
1376
1334
1353
1333
1309
1281
1248
1250
1234
1215
1193
1166
1157
1144
1129
1110
1088
1072
1061
1049
1034
1016
995
986
976
964
950
925
918
910
900
888
862
856
850
841
831
805
800
794
787
779
753
749
744
738
731
706
702
698
693
687
662
659
656
651
646
2000
1800
1600
1400
1200
1995
1796
1597
1397
1198
1979
1783
1587
1390
1193
1951
1761
1569
1376
1183
1908
1727
1543
1357
1169
1847
1678
1505
1329
1149
1808
1647
1482
1312
1137
1762
1612
1455
1292
1123
1710
1571
1424
1269
1107
1651
1525
1389
1243
1089
1586
1473
1349
1214
1068
1515
1416
1305
1182
1046
1440
1355
1257
1146
1020
1362
1291
1206
1107
993
1284
1224
1152
1066
963
1207
1158
1097
1022
931
1133
1092
1041
977
897
1062
1028
986
931
862
994
967
931
886
826
931
909
879
841
790
873
854
829
797
754
819
803
782
755
718
768
755
738
715
683
722
711
696
677
650
679
670
657
641
618
640
632
621
607
587
3600
3400
3200
3000
3582
3384
3186
2988
3527
3335
3143
2950
3423
3243
3062
2880
3254
3095
2933
2768
3000
2872
2740
2602
2839
2731
2616
2495
2660
2571
2475
2373
2470
2399
2322
2237
2277
2222
2161
2094
2089
2047
2000
1947
1911
1879
1843
1802
1747
1722
1695
1663
1597
1578
1557
1532
1462
1447
1431
1411
1341
1329
1316
1301
1232
1223
1213
1200
1135
1128
1119
1109
1048
1042
1035
1027
970
965
959
953
900
896
891
886
837
833
830
825
780
777
774
770
728
726
723
720
682
679
677
674
639
637
635
633
2800
2000000 2600
2400
2200
2789
2591
2392
2193
2756
2562
2368
2173
2696
2511
2325
2137
2600
2430
2257
2081
2459
2311
2158
2000
2367
2234
2094
1948
2262
2145
2020
1887
2145
2045
1936
1818
2019
1935
1843
1741
1887
1819
1743
1657
1755
1701
1639
1567
1626
1583
1533
1475
1503
1470
1430
1383
1389
1362
1331
1293
1283
1262
1237
1207
1186
1169
1149
1125
1098
1084
1068
1049
1018
1007
994
978
945
936
925
912
879
872
863
852
820
813
806
797
765
760
754
746
716
712
706
700
671
667
663
657
630
627
623
618
2000
1800
1600
1400
1995
1796
1597
1397
1978
1782
1586
1389
1948
1759
1567
1375
1903
1722
1540
1354
1838
1671
1500
1325
1796
1638
1475
1307
1748
1600
1446
1285
1692
1557
1413
1261
1629
1507
1376
1234
1560
1452
1333
1202
1486
1392
1287
1168
1407
1328
1236
1130
1328
1261
1182
1089
1248
1193
1126
1045
1170
1125
1069
1000
1095
1058
1012
953
1024
994
956
907
958
933
902
860
896
876
849
815
839
822
800
771
786
772
753
729
737
725
710
689
692
682
669
652
651
642
631
616
613
605
596
583
211
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
212
UNIT AXIAL STRESSES - SIMPLE SOLID COLUMNS - l/d from 2 to 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 Fc for different
load duration, if applicable (see page 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
l/d
E
Fc*
2
4
6
8
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
3600
3400
3200
3000
2800
3582
3384
3185
2987
2789
3523
3331
3139
2947
2754
3412
3234
3054
2873
2690
3232
3076
2916
2754
2588
2960
2837
2709
2575
2436
2790
2687
2577
2461
2339
2602
2519
2429
2332
2227
2405
2340
2268
2190
2103
2208
2158
2103
2040
1971
2018
1981
1938
1890
1835
1841
1813
1780
1743
1701
1679
1657
1632
1604
1571
1532
1516
1496
1474
1449
1401
1388
1373
1355
1335
1283
1273
1261
1247
1232
1178
1170
1160
1150
1137
1084
1078
1070
1061
1051
1000
995
989
982
974
926
921
916
910
903
858
855
850
846
840
798
795
791
787
782
743
741
738
734
730
694
692
689
686
683
649
647
645
643
640
609
607
605
603
601
2600
2400
1900000 2200
2000
1800
2590
2392
2193
1994
1795
2560
2366
2172
1977
1781
2506
2320
2134
1945
1756
2420
2248
2074
1897
1718
2292
2142
1987
1828
1663
2210
2074
1932
1783
1628
2115
1995
1867
1731
1587
2009
1905
1793
1672
1541
1893
1807
1711
1605
1488
1773
1702
1622
1532
1430
1651
1595
1529
1453
1366
1532
1487
1435
1372
1299
1419
1383
1341
1290
1229
1312
1284
1250
1209
1159
1213
1191
1164
1131
1090
1122
1104
1083
1056
1023
1039
1025
1007
986
959
964
952
938
921
898
895
886
874
860
842
833
825
816
804
789
777
770
762
752
740
726
720
713
705
695
679
674
669
662
653
636
632
628
622
614
598
594
590
585
579
1600
1400
1200
1000
1596
1397
1198
999
1585
1389
1192
994
1566
1374
1181
987
1536
1352
1165
976
1494
1320
1143
961
1467
1301
1129
952
1436
1278
1113
941
1401
1252
1095
929
1361
1223
1074
916
1316
1189
1051
901
1266
1153
1025
884
1213
1112
996
865
1156
1069
965
844
1098
1023
932
822
1039
976
896
797
981
928
859
772
925
880
821
744
870
833
783
716
818
787
745
687
769
744
708
658
724
702
672
629
681
663
637
601
641
626
604
573
604
591
573
546
570
559
543
520
3400
3200
3000
2800
2600
3383
3185
2986
2788
2590
3327
3136
2944
2751
2558
3224
3045
2865
2683
2500
3054
2897
2737
2574
2408
2798
2675
2546
2411
2271
2638
2534
2424
2307
2182
2461
2377
2286
2188
2081
2275
2210
2137
2057
1968
2089
2039
1983
1919
1848
1910
1872
1829
1779
1723
1743
1714
1681
1643
1599
1589
1567
1542
1513
1479
1451
1434
1414
1392
1365
1326
1313
1298
1280
1259
1215
1205
1193
1179
1162
1116
1107
1098
1087
1074
1027
1020
1013
1004
993
948
942
936
929
920
877
872
867
861
854
813
809
805
800
794
756
753
749
745
740
704
701
698
695
691
657
655
653
650
646
615
613
611
608
605
576
575
573
571
568
2400
2200
1800000 2000
1800
1600
2391
2193
1994
1795
1596
2364
2170
1975
1780
1584
2315
2130
1942
1754
1564
2238
2066
1891
1713
1532
2124
1973
1816
1654
1487
2051
1913
1768
1616
1458
1966
1843
1712
1573
1425
1871
1765
1649
1523
1387
1767
1678
1577
1466
1344
1658
1584
1500
1404
1296
1548
1488
1418
1337
1243
1438
1391
1334
1267
1187
1333
1296
1250
1195
1128
1234
1204
1168
1123
1068
1142
1119
1089
1053
1007
1058
1039
1015
986
948
980
965
946
922
891
910
897
882
862
837
846
835
823
807
786
787
779
768
755
738
734
727
718
707
693
686
680
673
663
651
642
637
631
623
613
602
598
592
586
577
565
562
557
551
544
1400
1200
1000
800
1397
1198
999
799
1388
1191
994
796
1372
1180
986
791
1349
1163
975
784
1315
1139
959
774
1294
1124
949
768
1270
1107
937
761
1242
1088
925
753
1210
1066
910
745
1175
1041
894
735
1135
1013
876
724
1092
982
856
712
1047
949
833
699
999
913
809
685
950
876
783
669
900
838
756
652
851
798
727
634
804
759
698
614
758
721
668
594
715
683
638
574
674
647
609
552
635
613
580
531
599
580
552
510
565
549
526
489
534
520
500
468
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
UNIT AXIAL STRESSES - SIMPLE SOLID COLUMNS - l/d from 2 to 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 Fc for different
load duration, if applicable (see page 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
l/d
E
F c*
2
4
6
8
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
3200
3000
2800
2600
2400
3184
2986
2788
2589
2391
3132
2940
2748
2555
2362
3035
2856
2675
2493
2310
2875
2718
2558
2394
2227
2636
2512
2382
2246
2104
2486
2381
2270
2151
2025
2320
2235
2143
2043
1934
2145
2079
2005
1924
1833
1970
1920
1862
1797
1724
1802
1764
1719
1669
1610
1644
1615
1582
1542
1496
1500
1478
1452
1422
1386
1369
1352
1332
1309
1281
1252
1239
1223
1205
1183
1147
1136
1124
1110
1092
1053
1045
1035
1024
1010
969
963
955
946
935
895
889
883
875
866
828
823
818
812
804
768
764
759
754
748
713
710
707
702
697
665
662
659
655
651
621
618
616
613
609
581
579
577
574
571
544
543
541
539
536
2200
2000
1700000 1800
1600
1400
2192
1994
1795
1596
1397
2168
1974
1779
1583
1387
2125
1939
1751
1561
1371
2057
1883
1707
1528
1345
1956
1803
1644
1479
1310
1892
1751
1603
1448
1287
1817
1691
1556
1413
1261
1733
1623
1502
1371
1231
1640
1547
1442
1325
1196
1543
1465
1375
1273
1158
1443
1379
1305
1217
1116
1343
1292
1231
1158
1070
1247
1207
1157
1096
1022
1156
1124
1084
1034
972
1072
1046
1014
973
921
993
972
947
913
870
921
904
883
856
821
855
842
825
803
773
795
784
770
752
728
741
732
720
705
685
691
683
674
661
644
646
639
631
621
607
605
599
592
584
572
567
562
557
549
539
533
529
524
517
509
1200
1000
800
600
1198
998
799
599
1191
994
796
598
1179
985
791
595
1160
973
783
591
1135
956
772
585
1119
945
766
581
1101
933
759
577
1080
919
750
573
1056
904
741
568
1029
886
731
563
999
867
719
557
966
845
706
550
931
821
692
543
893
795
676
535
854
768
659
526
814
739
641
517
773
709
621
506
733
678
601
495
695
648
580
484
657
617
558
471
621
587
536
458
587
558
514
445
555
531
493
431
525
504
471
417
497
479
451
403
3200
3000
2800
2600
2400
3183
2985
2787
2589
2390
3127
2936
2745
2553
2360
3023
2846
2667
2486
2304
2850
2697
2540
2379
2214
2592
2474
2349
2219
2081
2431
2333
2229
2116
1996
2256
2178
2093
2000
1898
2075
2015
1948
1874
1790
1897
1852
1800
1742
1675
1728
1694
1655
1610
1557
1572
1546
1517
1482
1441
1430
1411
1388
1362
1330
1303
1288
1270
1250
1226
1189
1177
1164
1148
1129
1088
1079
1068
1056
1041
998
991
982
972
960
918
912
905
897
888
846
842
836
830
822
783
779
774
769
762
725
722
718
714
709
674
671
668
664
660
628
625
623
620
616
586
584
582
579
576
548
546
544
542
539
514
512
511
509
506
2200
2000
1600000 1800
1600
1400
2192
1993
1795
1596
1397
2166
1972
1778
1582
1387
2120
1934
1747
1559
1369
2046
1875
1700
1522
1342
1938
1788
1632
1470
1303
1868
1732
1588
1437
1278
1787
1667
1537
1398
1250
1697
1593
1479
1354
1217
1599
1512
1414
1303
1180
1497
1426
1343
1248
1139
1393
1337
1269
1188
1094
1293
1247
1193
1126
1045
1196
1161
1117
1062
994
1106
1078
1043
998
942
1022
1000
972
936
890
946
928
905
876
838
876
861
843
820
788
812
801
786
766
741
755
745
733
717
696
702
694
684
671
654
655
648
640
629
614
611
606
599
590
577
572
567
561
554
543
536
532
527
521
512
503
500
496
490
483
1200
1000
800
600
1198
998
799
599
1190
993
796
598
1177
984
790
594
1158
971
782
590
1130
953
771
584
1113
941
764
580
1093
928
756
576
1070
913
747
571
1045
896
737
566
1015
877
725
560
983
856
713
554
948
833
699
546
910
807
683
538
870
779
666
530
829
750
648
520
788
719
628
510
746
688
608
499
706
656
586
487
667
625
564
475
629
594
541
461
594
564
519
447
560
535
496
433
529
508
474
419
500
481
453
404
472
457
432
389
213
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
214
UNIT AXIAL STRESSES - SIMPLE SOLID COLUMNS - l/d from 2 to 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 Fc for different
load duration, if applicable (see page 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
l/d
E
Fc*
2
4
6
8
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
3000
2800
2600
2400
2200
2984
2786
2588
2390
2191
2932
2741
2549
2357
2164
2834
2657
2478
2297
2114
2672
2519
2361
2200
2034
2430
2312
2187
2055
1916
2279
2181
2076
1962
1840
2115
2037
1951
1857
1752
1945
1885
1818
1742
1656
1778
1733
1681
1621
1552
1620
1586
1546
1500
1446
1473
1448
1418
1382
1340
1341
1321
1298
1271
1238
1221
1206
1189
1168
1142
1115
1103
1089
1073
1053
1020
1011
1000
987
971
936
928
920
909
897
861
855
848
839
829
794
789
783
776
768
734
730
725
720
713
680
677
673
668
663
632
629
626
622
617
589
586
584
580
576
549
547
545
542
539
514
512
510
508
505
482
480
478
476
474
2000
1800
1500000 1600
1400
1200
1993
1794
1595
1396
1197
1970
1776
1581
1386
1189
1930
1743
1556
1366
1176
1865
1693
1517
1337
1155
1770
1618
1460
1295
1125
1709
1570
1423
1269
1106
1639
1515
1381
1238
1085
1559
1452
1333
1202
1060
1473
1382
1279
1162
1032
1382
1307
1219
1117
1000
1290
1229
1156
1069
965
1199
1150
1090
1017
927
1111
1073
1024
964
887
1029
998
959
909
845
952
928
897
856
802
881
862
837
804
759
817
801
781
754
717
758
745
729
707
676
705
694
681
662
637
656
647
636
621
600
612
605
595
583
565
572
565
558
547
532
535
530
523
514
502
502
497
491
484
473
471
467
462
456
447
1000
800
600
400
998
799
599
400
993
795
597
399
983
789
594
397
969
781
589
395
949
768
583
392
937
761
579
391
923
752
574
389
906
743
569
387
888
732
563
385
867
719
557
382
844
705
550
379
819
690
542
376
791
673
533
373
761
655
524
369
730
635
514
365
698
614
502
361
665
592
490
356
633
569
478
351
601
546
464
345
569
523
450
339
539
500
435
333
511
477
420
327
483
454
405
320
458
433
390
312
434
412
375
305
2800
2600
2400
2200
2000
2785
2587
2389
2191
1992
2736
2545
2354
2161
1968
2645
2468
2288
2107
1924
2494
2341
2182
2020
1854
2268
2149
2024
1890
1750
2127
2029
1923
1807
1683
1974
1896
1809
1713
1606
1816
1755
1687
1609
1521
1660
1614
1561
1500
1429
1512
1478
1437
1390
1333
1375
1349
1319
1282
1238
1251
1232
1208
1180
1146
1140
1125
1107
1085
1058
1040
1029
1015
998
977
952
943
932
918
902
873
866
857
846
833
803
797
790
782
771
741
736
730
723
715
685
681
676
670
663
635
631
628
623
617
590
587
584
580
575
549
547
544
541
537
513
511
508
506
502
480
478
476
473
470
449
448
446
444
442
1800
1400000 1600
1400
1200
1794
1595
1396
1197
1774
1580
1385
1189
1739
1552
1364
1174
1684
1510
1332
1151
1602
1448
1286
1119
1550
1408
1257
1098
1489
1362
1223
1075
1421
1309
1184
1047
1346
1250
1140
1017
1266
1186
1092
982
1185
1119
1040
944
1104
1051
985
903
1025
983
929
860
951
917
874
816
881
854
819
772
817
795
767
728
758
740
717
685
704
690
671
644
654
643
627
606
610
600
587
569
569
561
550
535
532
525
516
503
498
492
484
474
467
462
455
446
438
434
429
421
998
799
599
400
992
795
597
399
982
789
594
397
967
779
588
395
945
766
581
392
932
758
577
390
916
748
572
388
898
738
567
386
878
726
560
383
855
712
553
381
830
697
546
377
802
680
537
374
772
662
528
370
741
642
517
366
708
621
506
362
674
598
494
357
640
575
481
352
607
551
467
346
574
526
452
340
543
502
437
334
513
479
422
327
485
456
406
320
458
433
390
312
433
412
375
305
410
392
359
297
1000
800
600
400
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
UNIT AXIAL STRESSES - SIMPLE SOLID COLUMNS - l/d from 2 to 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 Fc for different
load duration, if applicable (see page 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
l/d
E
F c*
2
4
6
8
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
2800
2600
2400
2200
2000
2784
2586
2388
2190
1992
2731
2541
2350
2158
1966
2631
2456
2279
2099
1918
2465
2316
2162
2004
1841
2216
2106
1987
1861
1726
2064
1975
1877
1769
1652
1902
1833
1755
1667
1568
1738
1686
1625
1556
1476
1580
1541
1495
1442
1378
1433
1404
1369
1328
1279
1299
1277
1251
1220
1182
1178
1162
1142
1118
1089
1071
1058
1043
1025
1002
976
966
954
940
922
892
884
875
863
850
817
811
803
795
783
751
746
740
733
724
692
688
683
677
670
639
636
632
627
621
592
589
586
582
577
550
548
545
542
537
512
510
508
505
501
478
476
474
472
469
447
445
444
442
439
419
417
416
414
412
1800
1600
1300000 1400
1200
1000
1793
1595
1396
1197
998
1772
1578
1383
1188
992
1734
1548
1361
1172
980
1673
1502
1326
1147
964
1584
1433
1276
1111
940
1526
1389
1244
1089
925
1459
1338
1206
1063
908
1385
1281
1163
1033
889
1304
1217
1115
999
866
1220
1149
1063
961
841
1135
1078
1007
920
814
1053
1007
949
876
783
974
938
891
830
751
900
872
834
784
717
832
809
779
739
682
769
751
727
694
647
712
698
678
651
612
661
649
633
611
578
614
604
591
573
546
571
563
552
537
515
532
526
517
504
485
497
491
484
473
458
465
460
454
445
432
436
432
426
419
408
409
406
401
395
385
800
600
400
200
799
599
400
200
795
597
399
200
788
593
397
199
777
587
395
199
763
580
391
198
754
575
389
197
744
570
387
197
732
564
385
196
719
557
382
196
704
549
379
195
687
541
375
194
669
531
372
194
649
521
368
193
627
509
363
192
604
497
358
191
580
483
353
190
555
469
347
188
530
454
341
187
505
439
335
186
480
423
328
185
456
406
320
183
433
390
312
181
411
374
304
180
390
358
296
178
370
342
287
176
2600
2400
2200
2000
1800
2585
2387
2189
1991
1793
2536
2345
2154
1962
1770
2442
2267
2090
1910
1728
2287
2138
1984
1825
1661
2054
1944
1825
1697
1561
1912
1823
1724
1616
1497
1761
1692
1613
1524
1424
1608
1556
1495
1425
1342
1462
1423
1377
1322
1256
1325
1296
1261
1219
1168
1200
1179
1153
1121
1081
1089
1072
1053
1028
998
990
977
962
943
919
902
892
880
865
847
824
816
807
795
780
755
748
741
732
720
693
688
682
675
666
639
635
630
624
616
590
587
583
578
572
547
544
541
537
531
508
506
503
499
495
473
471
468
466
462
441
439
437
435
432
413
411
409
407
405
387
385
384
382
380
1600
1200000 1400
1200
1000
1594
1396
1197
998
1576
1382
1187
991
1544
1357
1169
979
1492
1319
1142
960
1416
1263
1103
934
1367
1228
1078
918
1311
1186
1049
899
1247
1139
1015
877
1178
1086
978
852
1106
1029
936
825
1032
970
891
794
959
909
844
761
889
849
797
726
823
791
749
690
762
736
702
653
705
685
657
617
654
637
615
582
606
593
575
548
564
553
538
515
525
516
503
485
489
482
472
456
457
451
442
429
428
423
415
404
401
397
390
381
377
373
368
360
799
599
400
200
794
597
399
200
787
593
397
199
775
586
394
199
759
578
390
198
750
573
388
197
738
567
386
197
725
560
383
196
710
552
380
195
694
544
377
195
675
534
373
194
655
524
369
193
633
512
364
192
609
500
359
191
584
486
354
190
558
471
348
189
532
456
342
187
506
440
335
186
480
423
328
185
456
406
320
183
431
389
312
181
409
372
303
179
387
356
295
178
366
340
286
176
347
324
276
173
800
600
400
200
215
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
216
UNIT AXIAL STRESSES - SIMPLE SOLID COLUMNS - l/d from 2 to 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 Fc for different
load duration, if applicable (see page 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
l/d
E
Fc*
2
4
6
8
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
1800
1600
1400
1200
1000
1792
1594
1395
1196
998
1767
1574
1380
1186
990
1720
1538
1353
1166
977
1646
1481
1311
1136
956
1534
1395
1248
1092
927
1462
1341
1208
1064
909
1381
1278
1161
1031
888
1293
1208
1109
994
863
1201
1133
1051
952
835
1110
1056
990
907
805
1021
980
926
858
771
938
906
864
808
735
861
836
803
758
697
790
771
745
709
659
727
711
691
662
621
669
657
640
617
584
617
607
594
576
549
571
563
552
537
515
529
522
513
501
483
491
486
478
468
453
457
452
446
438
425
426
422
417
410
400
398
395
391
385
376
373
370
366
361
354
350
347
344
340
333
800
600
400
200
798
599
400
200
794
596
398
200
785
592
396
199
773
585
393
198
755
576
390
197
744
570
387
197
731
563
384
196
717
556
381
196
700
547
378
195
682
538
374
194
661
527
370
193
638
515
366
192
614
502
360
191
588
488
355
190
561
473
349
189
534
457
342
187
507
440
335
186
480
423
328
185
454
405
319
183
429
387
311
181
405
370
302
179
383
352
293
177
361
336
283
175
342
320
274
173
323
304
264
170
2000
1800
1600
1400
1200
1989
1791
1593
1395
1196
1955
1763
1571
1378
1184
1889
1712
1531
1348
1162
1782
1627
1466
1300
1128
1620
1500
1370
1229
1079
1519
1420
1308
1184
1047
1410
1330
1238
1131
1010
1297
1235
1161
1073
968
1186
1139
1081
1009
921
1080
1045
1000
943
871
982
956
922
877
819
894
873
847
813
767
814
799
778
752
715
743
731
715
694
665
680
670
658
641
618
624
616
606
593
575
574
568
560
549
534
529
524
518
509
497
489
485
480
473
463
453
450
446
440
432
421
418
415
410
403
392
390
387
383
377
366
364
362
358
353
343
341
339
336
331
321
320
318
315
311
1000
800
600
400
200
997
798
599
400
200
989
793
596
398
200
974
784
591
396
199
952
770
583
393
198
919
750
573
388
197
898
738
566
386
197
874
723
559
383
196
846
707
551
379
195
815
688
541
376
194
780
667
530
371
193
743
643
518
367
192
704
618
505
361
191
664
591
490
356
190
624
563
474
349
189
585
535
457
342
188
548
506
440
335
186
512
478
421
327
184
479
451
403
318
183
448
425
384
309
181
419
400
366
300
179
393
377
348
290
177
369
355
330
280
174
346
335
314
270
172
325
316
298
260
169
306
298
283
250
167
1600
1400
1200
1000
1592
1394
1196
997
1568
1376
1182
988
1522
1342
1158
971
1449
1287
1119
945
1337
1206
1062
908
1267
1153
1026
884
1188
1094
983
856
1105
1028
936
824
1019
960
884
789
936
890
829
750
857
821
774
709
784
756
719
667
717
696
667
625
657
640
617
584
602
589
571
545
554
543
529
508
510
502
490
473
471
464
455
441
436
431
423
411
405
400
394
384
376
372
367
359
351
347
343
336
328
325
321
315
307
304
301
296
287
285
283
278
800
600
400
200
798
599
400
200
792
596
398
200
782
590
396
199
766
581
392
198
743
570
387
197
729
562
384
196
713
554
381
195
694
544
377
195
672
533
372
194
648
520
368
193
622
506
362
192
593
491
356
190
564
475
350
189
534
457
342
187
504
438
334
186
474
419
326
184
446
399
317
182
419
380
307
180
393
360
297
178
369
342
287
176
346
324
276
173
326
306
266
171
306
290
255
168
289
275
244
165
272
260
234
162
1100000
1000000
900000
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
UNIT AXIAL STRESSES - SIMPLE SOLID COLUMNS - l/d from 30 to 50
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 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
l/d
E
F c*
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
4000
3800
3600
3400
3200
673
671
669
667
665
632
630
629
627
625
594
593
592
590
589
560
559
558
557
555
529
528
527
526
524
500
499
498
497
496
473
473
472
471
470
449
448
447
447
446
426
426
425
424
423
405
405
404
403
403
386
385
385
384
383
367
367
366
366
365
350
350
350
349
349
335
334
334
333
333
320
320
319
319
318
306
306
305
305
305
293
293
293
292
292
281
281
280
280
280
270
269
269
269
269
259
259
258
258
258
249
249
248
248
248
3000
2800
2100000 2600
2400
2200
662
659
656
651
646
623
620
617
613
609
587
584
582
578
575
553
551
549
546
543
523
521
519
517
514
495
493
491
489
487
469
467
466
464
462
445
443
442
440
438
422
421
420
419
417
402
401
400
398
397
383
382
381
379
378
365
364
363
362
361
348
347
346
346
344
332
332
331
330
329
318
317
317
316
315
304
304
303
302
302
291
291
290
290
289
279
279
279
278
277
268
268
267
267
266
258
257
257
256
256
248
247
247
246
246
2000
1800
1600
1400
1200
640
632
621
607
587
603
596
587
575
558
570
564
556
546
531
539
534
527
518
505
510
506
500
492
481
483
479
474
467
458
459
455
451
445
436
436
433
429
423
416
415
412
408
404
397
395
392
389
385
379
376
374
371
368
362
359
357
355
351
347
343
341
339
336
332
328
326
324
322
318
314
312
310
308
305
300
299
298
295
292
288
287
285
283
281
276
275
274
272
270
265
264
263
261
259
255
254
253
251
249
245
244
243
242
240
3600
3400
3200
3000
639
637
635
633
600
599
597
595
565
564
562
560
532
531
530
528
503
502
500
499
475
474
473
472
450
449
448
447
427
426
425
424
405
405
404
403
385
385
384
383
367
366
366
365
349
349
348
348
333
333
332
332
318
318
318
317
304
304
304
303
291
291
290
290
279
279
278
278
267
267
267
266
256
256
256
256
246
246
246
246
237
236
236
236
2800
2000000 2600
2400
2200
630
627
623
618
593
590
586
582
558
556
553
549
527
524
522
519
498
496
493
491
471
469
467
465
446
445
443
441
423
422
420
419
402
401
400
398
382
381
380
379
364
363
362
361
347
346
345
344
331
331
330
329
316
316
315
314
303
302
301
300
290
289
288
288
277
277
276
276
266
266
265
264
255
255
254
254
245
245
244
244
236
235
235
234
2000
1800
1600
1400
613
605
596
583
577
571
563
552
545
540
533
523
515
511
504
496
488
484
478
471
462
458
454
448
438
435
431
426
416
414
410
405
396
393
390
386
377
375
372
368
359
357
355
351
343
341
339
336
327
326
324
321
313
311
310
307
299
298
296
294
287
286
284
282
275
274
272
271
264
263
261
260
253
252
251
250
243
242
241
240
234
233
232
231
217
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
218
UNIT AXIAL STRESSES - SIMPLE SOLID COLUMNS - l/d from 30 to 50
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 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
l/d
E
Fc*
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
3600
3400
3200
3000
609
607
605
603
572
570
569
567
538
537
535
534
507
506
505
503
478
477
476
475
452
451
451
449
428
428
427
426
406
405
405
404
385
385
384
383
366
366
365
365
349
348
348
347
332
332
331
331
317
317
316
316
303
302
302
302
289
289
289
288
277
277
276
276
265
265
265
264
254
254
254
253
244
244
243
243
234
234
234
233
225
225
225
224
2800
2600
1900000 2400
2200
2000
601
598
594
590
585
565
562
559
556
551
532
530
527
524
520
502
500
497
495
491
474
472
470
468
465
448
447
445
443
440
425
423
422
420
418
403
402
400
399
397
383
382
380
379
377
364
363
362
361
359
346
346
345
344
342
330
330
329
328
326
315
314
314
313
312
301
300
300
299
298
288
287
287
286
285
275
275
274
274
273
264
263
263
262
262
253
253
252
252
251
243
242
242
241
241
233
233
232
232
231
224
224
223
223
222
1800
1600
1400
1200
579
570
559
543
546
538
529
515
515
509
501
489
487
482
475
465
461
457
450
442
437
433
428
420
415
411
407
400
394
391
387
381
375
372
368
363
357
355
351
347
340
338
335
331
325
323
320
316
310
308
306
303
297
295
293
290
284
282
280
278
272
270
269
266
261
259
258
256
250
249
247
245
240
239
238
236
231
230
228
227
222
221
220
218
3400
3200
3000
2800
2600
576
575
573
571
568
541
540
538
536
534
509
508
507
505
503
480
479
478
476
475
453
452
451
450
448
428
428
427
426
424
406
405
404
403
402
385
384
383
382
381
365
365
364
363
362
347
347
346
345
345
330
330
329
329
328
315
314
314
313
313
300
300
299
299
298
287
286
286
286
285
274
274
273
273
273
262
262
262
261
261
251
251
251
250
250
241
241
240
240
240
231
231
231
230
230
222
222
221
221
221
213
213
213
213
212
2400
2200
1800000 2000
1800
1600
565
562
557
551
544
532
528
525
520
513
501
498
495
491
485
473
470
467
464
459
447
445
442
439
435
423
421
419
416
412
401
399
397
395
391
380
379
377
375
372
361
360
358
356
354
344
342
341
339
337
327
326
325
323
321
312
311
310
308
307
298
297
296
295
293
284
284
283
282
280
272
271
270
269
268
260
260
259
258
257
249
249
248
247
246
239
239
238
237
236
230
229
228
228
227
220
220
219
219
218
212
212
211
210
210
1400
1200
1000
800
534
520
500
468
505
493
476
448
478
468
453
428
453
444
431
410
429
421
410
392
407
401
391
375
387
381
372
358
368
363
355
343
351
346
339
328
334
330
324
314
319
315
310
301
304
301
296
289
291
288
284
277
278
276
272
266
266
264
261
255
255
253
250
245
245
243
240
236
235
233
231
227
226
224
222
218
217
215
213
210
209
207
205
202
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
UNIT AXIAL STRESSES - SIMPLE SOLID COLUMNS - l/d from 30 to 50
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 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
l/d
E
F c*
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
3200
3000
2800
2600
2400
544
543
541
539
536
511
510
508
506
504
481
480
478
477
475
453
452
451
450
448
428
427
426
425
423
405
404
403
402
400
383
382
381
380
379
363
363
362
361
360
345
344
344
343
342
328
327
327
326
325
312
312
311
310
310
297
297
296
296
295
284
283
283
282
282
271
270
270
270
269
259
259
258
258
257
248
247
247
247
246
237
237
237
236
236
227
227
227
227
226
218
218
218
217
217
209
209
209
209
208
201
201
201
201
200
2200
2000
1700000 1800
1600
1400
533
529
524
517
509
501
498
493
488
480
472
469
466
461
454
446
443
440
436
430
421
419
416
413
408
399
397
394
391
387
378
376
374
371
367
359
357
355
353
349
341
339
338
335
332
324
323
321
319
317
309
308
306
304
302
294
293
292
291
288
281
280
279
277
276
268
268
267
265
264
257
256
255
254
252
246
245
244
243
242
235
235
234
233
232
226
225
224
224
222
217
216
215
215
214
208
208
207
206
205
200
200
199
198
198
1200
1000
800
600
497
479
451
403
470
455
430
388
445
432
411
374
422
411
393
360
401
391
375
346
381
372
358
333
362
355
342
320
345
338
327
308
328
322
313
296
313
308
299
284
299
294
287
273
286
281
275
263
273
269
263
252
261
258
253
243
250
247
242
234
240
237
233
225
230
228
224
217
221
219
215
209
212
210
207
201
204
202
199
194
196
195
192
187
3200
3000
2800
2600
2400
514
512
511
509
506
482
481
480
478
476
454
453
451
450
448
428
427
426
424
423
404
403
402
401
399
382
381
380
379
378
361
361
360
359
358
342
342
341
340
339
325
325
324
323
322
309
309
308
307
307
294
294
293
293
292
280
280
279
279
278
267
267
267
266
266
255
255
255
254
254
244
244
243
243
242
233
233
233
232
232
223
223
223
223
222
214
214
214
213
213
206
205
205
205
205
197
197
197
197
196
190
189
189
189
189
2200
2000
1600000 1800
1600
1400
503
500
496
490
483
474
471
467
462
456
446
443
440
436
431
421
419
416
412
407
398
396
393
390
386
376
375
372
370
366
357
355
353
351
347
338
337
335
333
330
321
320
319
317
314
306
305
303
302
299
291
290
289
287
285
278
277
276
274
272
265
264
263
262
260
253
252
251
250
249
242
241
241
240
238
232
231
230
229
228
222
221
221
220
219
213
212
212
211
210
204
204
203
202
202
196
196
195
195
194
188
188
188
187
186
1200
1000
800
600
472
457
432
389
447
433
412
375
423
411
393
360
401
391
375
346
380
371
357
333
361
353
341
319
343
336
326
306
326
320
311
294
311
306
297
282
296
292
284
271
283
278
272
260
270
266
260
250
258
255
249
240
247
244
239
231
236
234
229
222
226
224
220
213
217
215
212
205
209
207
203
198
200
199
196
191
193
191
188
184
185
184
181
177
219
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
220
UNIT AXIAL STRESSES - SIMPLE SOLID COLUMNS - l/d from 30 to 50
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 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
l/d
E
Fc*
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
3000
2800
2600
2400
2200
482
480
478
476
474
452
451
449
448
446
425
424
423
421
420
401
400
399
397
396
378
378
377
375
374
358
357
356
355
354
339
338
337
336
335
321
320
320
319
318
305
304
304
303
302
290
289
289
288
287
276
275
275
274
273
263
262
262
261
261
251
250
250
249
249
239
239
239
238
238
229
228
228
228
227
219
219
218
218
217
210
209
209
209
208
201
201
200
200
200
193
192
192
192
192
185
185
185
184
184
178
178
177
177
177
2000
1800
1500000 1600
1400
1200
471
467
462
456
447
443
440
436
430
422
417
415
411
406
400
394
391
388
384
378
372
370
367
364
359
352
350
348
345
340
334
332
330
327
323
317
315
313
311
308
301
300
298
296
293
286
285
284
282
279
273
272
270
269
266
260
259
258
256
254
248
247
246
245
243
237
236
235
234
232
227
226
225
224
222
217
216
216
214
213
208
207
207
206
204
199
199
198
197
196
191
191
190
189
188
184
183
183
182
181
177
176
176
175
174
1000
800
600
400
434
412
375
305
411
393
360
297
390
374
346
289
370
356
331
281
351
339
318
273
334
323
305
264
318
308
292
256
302
294
280
248
288
281
268
240
275
269
257
232
263
257
247
224
251
246
237
217
240
235
227
209
230
226
218
202
220
216
210
195
211
208
202
189
202
199
194
182
194
192
187
176
187
184
180
170
180
177
173
164
173
171
167
159
2800
2600
2400
2200
2000
449
448
446
444
442
422
421
419
417
415
397
396
395
393
391
374
373
372
371
369
353
352
351
350
349
334
333
332
331
330
316
315
315
314
313
300
299
298
297
296
284
284
283
283
282
270
270
269
269
268
257
257
256
256
255
245
245
244
244
243
234
233
233
233
232
223
223
223
222
222
213
213
213
212
212
204
204
204
203
203
196
195
195
195
194
187
187
187
187
186
180
180
179
179
179
173
172
172
172
172
166
166
166
165
165
1800
1400000 1600
1400
1200
438
434
429
421
413
409
404
398
389
386
382
376
367
364
361
356
347
344
341
337
328
326
323
320
311
309
307
304
295
294
291
289
281
279
277
275
267
266
264
262
254
253
251
249
242
241
240
238
231
230
229
227
221
220
219
218
211
211
210
208
202
202
201
199
194
193
192
191
186
185
185
184
178
178
177
176
171
171
170
169
165
164
164
163
1000
800
600
400
410
392
359
297
388
372
344
288
367
354
330
280
348
337
316
271
331
320
302
263
314
305
289
254
299
291
277
246
284
277
265
237
271
265
254
229
258
253
243
221
246
242
233
214
235
231
223
206
225
221
214
199
215
212
206
192
206
203
198
185
198
195
190
179
190
187
183
172
182
180
176
166
175
173
169
161
168
166
163
155
162
160
157
150
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
UNIT AXIAL STRESSES - SIMPLE SOLID COLUMNS - l/d from 30 to 50
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 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
l/d
E
F c*
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
2800
2600
2400
2200
2000
419
417
416
414
412
393
392
391
389
387
370
369
368
366
365
348
347
346
345
344
329
328
327
326
325
311
310
309
308
307
294
293
293
292
291
279
278
278
277
276
265
264
264
263
262
251
251
251
250
249
239
239
238
238
237
228
228
227
227
226
217
217
217
216
216
208
207
207
207
206
198
198
198
198
197
190
190
189
189
189
182
182
181
181
181
174
174
174
174
173
167
167
167
167
166
160
160
160
160
160
154
154
154
154
153
1800
1600
1300000 1400
1200
1000
409
406
401
395
385
385
382
378
372
364
363
360
357
352
345
342
340
337
333
326
323
321
319
315
310
306
304
302
299
294
290
288
286
283
279
275
274
272
269
266
261
260
258
256
253
248
247
246
244
241
237
236
234
233
230
226
225
224
222
220
215
214
213
212
210
206
205
204
203
201
197
196
195
194
192
188
188
187
186
184
180
180
179
178
177
173
172
172
171
170
166
165
165
164
163
159
159
158
158
157
153
153
152
152
151
800
600
400
200
370
342
287
176
351
327
278
174
333
313
270
172
317
299
261
170
301
286
252
167
286
273
243
165
273
261
234
162
260
249
226
159
248
239
218
157
237
228
210
154
226
219
202
151
216
210
195
148
207
201
188
145
198
193
181
142
190
185
174
139
182
178
168
136
175
171
162
132
168
164
156
129
161
158
151
126
155
152
146
123
149
147
141
120
2600
2400
2200
2000
1800
387
385
384
382
380
363
362
360
359
357
341
340
339
338
336
322
321
320
319
317
303
303
302
301
299
287
286
285
284
283
271
271
270
269
268
257
257
256
255
255
244
244
243
243
242
232
232
231
231
230
221
221
220
220
219
210
210
210
209
209
201
200
200
200
199
192
191
191
191
190
183
183
183
182
182
175
175
175
174
174
168
168
167
167
167
161
161
160
160
160
154
154
154
154
153
148
148
148
148
147
142
142
142
142
142
1600
1200000 1400
1200
1000
377
373
368
360
354
351
346
340
334
331
327
321
315
313
309
304
298
296
293
288
282
280
277
273
267
265
263
260
253
252
250
247
241
239
238
235
229
228
226
224
218
217
216
213
208
207
206
204
198
198
196
195
190
189
188
186
181
181
180
178
174
173
172
171
166
166
165
164
159
159
158
157
153
153
152
151
147
147
146
145
141
141
140
139
347
324
276
173
329
309
267
171
312
295
258
169
296
281
249
166
281
268
240
164
267
256
231
161
254
244
222
158
242
233
214
155
231
223
206
152
220
213
198
149
210
204
190
146
201
195
183
143
192
187
176
140
184
179
170
136
176
172
163
133
169
165
157
130
162
159
152
127
155
153
146
123
149
147
141
120
144
141
136
117
138
136
131
114
800
600
400
200
221
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
222
UNIT AXIAL STRESSES - SIMPLE SOLID COLUMNS - l/d from 30 to 50
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 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
l/d
E
Fc*
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
1800
1600
1400
1200
1000
350
347
344
340
333
329
327
324
320
315
309
308
305
302
297
292
290
288
285
281
276
274
272
270
266
261
259
258
256
252
247
246
244
242
240
234
233
232
230
228
222
221
220
219
217
211
211
210
208
206
201
201
200
198
197
192
191
190
189
188
183
182
182
181
179
175
174
174
173
171
167
167
166
165
164
160
159
159
158
157
153
153
152
152
151
147
146
146
145
145
141
141
140
140
139
135
135
135
134
133
130
130
129
129
128
800
600
400
200
323
304
264
170
306
289
254
168
289
275
245
165
274
262
236
162
260
250
226
160
247
238
218
157
235
227
209
153
224
217
201
150
213
207
193
147
203
198
185
144
194
189
178
140
185
181
171
137
177
173
164
133
169
166
158
130
162
159
152
127
155
153
146
123
149
146
141
120
143
141
136
117
138
135
131
113
132
130
126
110
127
125
121
107
2000
1800
1600
1400
1200
321
320
318
315
311
301
300
298
296
293
284
282
281
279
276
267
266
265
263
261
252
251
250
249
247
238
238
237
235
234
226
225
224
223
221
214
213
213
212
210
203
203
202
201
200
193
193
192
191
190
184
183
183
182
181
175
175
174
174
173
167
167
166
166
165
159
159
159
158
157
152
152
152
151
151
146
146
145
145
144
140
139
139
139
138
134
134
133
133
133
128
128
128
128
127
123
123
123
123
122
119
118
118
118
117
1000
800
600
400
200
306
298
283
250
167
289
282
269
240
164
273
266
255
230
161
258
252
243
221
158
244
239
231
212
155
231
227
220
203
151
219
216
209
195
148
208
205
199
187
144
198
195
190
179
141
188
186
181
171
137
180
177
173
165
134
171
169
166
158
130
164
162
159
152
127
156
155
152
146
123
150
148
146
140
119
143
142
140
135
116
137
136
134
129
113
132
131
129
125
109
127
126
124
120
106
122
121
119
116
103
117
116
115
111
100
1600
1400
1200
1000
287
285
283
278
270
268
266
262
254
253
250
247
240
238
236
234
226
225
223
221
214
213
211
209
202
202
200
199
192
191
190
188
182
182
181
179
173
173
172
171
165
164
164
162
157
157
156
155
150
149
149
148
143
143
142
141
137
137
136
135
131
131
130
129
125
125
125
124
120
120
120
119
115
115
115
114
111
111
110
110
106
106
106
106
800
600
400
200
272
260
234
162
257
247
224
159
243
234
214
155
229
222
205
152
217
211
196
148
206
200
187
145
196
191
179
141
186
181
171
137
177
173
164
133
169
165
157
130
161
158
151
126
153
151
144
122
146
144
138
119
140
138
133
115
134
132
128
111
128
127
123
108
123
121
118
105
118
117
113
101
113
112
109
98
109
108
105
95
105
104
101
92
1100000
1000000
900000
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
UNIT AXIAL STRESSES - SPACED COLUMNS, CONDITION "a" - l/d from 2 to 46
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 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
l/d
E
F c*
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
4000
3800
3600
3400
3200
3992
3793
3593
3394
3195
3967
3770
3573
3376
3179
3923
3730
3538
3345
3151
3857
3671
3485
3298
3110
3764
3588
3411
3233
3053
3637
3476
3312
3146
2977
3472
3329
3183
3032
2879
3263
3143
3019
2889
2754
3015
2921
2820
2714
2601
2742
2672
2596
2513
2424
2464
2414
2358
2297
2230
2198
2163
2124
2079
2030
1956
1931
1903
1872
1836
1741
1723
1703
1680
1655
1553
1540
1526
1509
1490
1390
1381
1370
1358
1344
1249
1242
1234
1225
1214
1127
1121
1115
1108
1100
1021
1016
1012
1006
1000
928
925
921
917
912
847
845
842
838
834
776
774
771
769
765
713
712
709
707
705
3000
2800
2100000 2600
2400
2200
2995
2796
2597
2397
2198
2981
2784
2586
2388
2190
2957
2763
2568
2373
2177
2921
2732
2541
2350
2158
2872
2689
2505
2320
2133
2806
2633
2458
2280
2100
2721
2561
2396
2229
2058
2614
2469
2319
2165
2006
2482
2357
2225
2086
1942
2327
2223
2112
1992
1865
2155
2073
1982
1883
1774
1974
1912
1841
1762
1673
1795
1748
1695
1634
1563
1625
1591
1551
1504
1449
1468
1443
1413
1378
1336
1327
1308
1286
1260
1228
1202
1188
1171
1151
1126
1091
1080
1067
1051
1033
993
984
974
962
947
906
899
891
882
870
829
824
818
810
801
762
757
752
746
739
702
698
694
689
683
2000
1800
1600
1400
1200
1998
1798
1599
1399
1199
1992
1793
1595
1396
1197
1981
1785
1588
1391
1193
1966
1772
1578
1384
1188
1945
1756
1565
1374
1181
1918
1735
1549
1361
1172
1885
1708
1528
1346
1161
1842
1675
1503
1327
1147
1791
1634
1472
1304
1131
1729
1586
1435
1277
1112
1656
1529
1392
1246
1090
1573
1463
1342
1209
1064
1482
1389
1284
1166
1035
1385
1310
1221
1119
1001
1286
1226
1154
1067
964
1189
1142
1083
1011
923
1096
1059
1013
954
880
1010
981
944
896
834
929
907
878
839
789
856
838
815
784
743
790
775
757
732
698
730
718
703
683
656
675
666
654
638
615
3600
3400
3200
3000
3593
3394
3195
2995
3572
3375
3178
2980
3534
3342
3149
2955
3479
3292
3105
2917
3401
3224
3045
2865
3295
3131
2964
2795
3157
3010
2859
2704
2982
2857
2726
2590
2772
2671
2564
2450
2538
2461
2377
2286
2294
2238
2175
2106
2056
2016
1971
1921
1836
1808
1776
1739
1639
1619
1596
1569
1465
1451
1434
1414
1314
1303
1290
1276
1182
1174
1164
1153
1067
1061
1054
1046
968
963
957
951
880
877
872
867
804
801
797
793
737
734
731
728
677
675
673
670
2800
2000000 2600
2400
2200
2796
2596
2397
2197
2783
2585
2388
2190
2761
2566
2371
2176
2728
2538
2348
2156
2683
2500
2315
2130
2623
2449
2273
2095
2546
2384
2219
2050
2448
2302
2151
1994
2329
2201
2067
1926
2188
2081
1966
1843
2030
1945
1851
1748
1863
1798
1724
1641
1697
1648
1592
1527
1538
1502
1460
1410
1392
1365
1333
1296
1259
1239
1215
1187
1141
1126
1108
1086
1036
1024
1010
994
943
934
923
910
861
854
846
835
789
783
776
768
724
720
714
708
667
663
659
654
2000
1800
1600
1400
1998
1798
1599
1399
1991
1793
1594
1396
1980
1784
1587
1390
1964
1771
1577
1383
1942
1754
1564
1372
1914
1731
1546
1359
1878
1703
1524
1343
1833
1667
1497
1323
1778
1624
1464
1299
1712
1573
1425
1270
1635
1512
1379
1236
1547
1442
1325
1197
1451
1364
1265
1152
1351
1281
1198
1101
1250
1195
1128
1047
1152
1109
1056
989
1059
1026
984
930
973
947
914
871
894
874
848
813
823
807
786
758
758
745
729
706
700
689
676
658
647
639
628
613
223
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
224
UNIT AXIAL STRESSES - SPACED COLUMNS, CONDITION "a" - l/d from 2 to 46
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 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
l/d
E
Fc*
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
3600
3400
3200
3000
2800
3593
3393
3194
2995
2796
3570
3373
3177
2979
2782
3531
3338
3146
2952
2759
3472
3286
3100
2912
2724
3389
3213
3036
2857
2676
3276
3114
2950
2782
2613
3128
2984
2837
2685
2530
2941
2821
2694
2563
2425
2719
2624
2522
2413
2297
2474
2403
2326
2241
2148
2225
2174
2117
2053
1983
1986
1950
1909
1863
1811
1767
1742
1713
1680
1642
1573
1555
1535
1511
1483
1404
1391
1376
1358
1338
1257
1247
1236
1223
1208
1129
1122
1114
1104
1093
1019
1013
1007
1000
991
923
919
914
908
901
840
836
832
828
822
766
764
760
757
753
702
700
697
694
691
645
643
641
639
636
2600
2400
1900000 2200
2000
1800
2596
2397
2197
1998
1798
2585
2387
2189
1991
1793
2564
2370
2175
1979
1783
2535
2345
2154
1962
1769
2494
2311
2125
1939
1751
2440
2265
2088
1909
1727
2371
2207
2041
1870
1697
2283
2134
1981
1823
1659
2175
2045
1908
1764
1613
2047
1938
1820
1693
1558
1904
1816
1718
1611
1493
1751
1683
1606
1518
1419
1598
1547
1487
1418
1337
1451
1413
1368
1314
1250
1315
1286
1252
1211
1161
1190
1169
1144
1113
1074
1079
1063
1044
1020
990
981
968
954
935
912
893
884
872
858
840
816
808
799
788
774
747
742
734
725
714
687
682
676
669
660
633
629
624
618
611
1600
1400
1200
1000
1599
1399
1199
999
1594
1396
1197
998
1587
1390
1193
995
1576
1382
1187
991
1562
1371
1179
985
1543
1357
1169
979
1520
1339
1156
970
1491
1318
1141
960
1456
1292
1123
948
1414
1262
1101
934
1364
1225
1076
917
1307
1183
1047
898
1243
1135
1013
876
1173
1082
975
850
1100
1024
933
822
1025
964
888
791
952
904
840
758
882
844
792
723
817
786
744
686
755
731
697
650
699
680
652
613
648
632
610
578
601
588
570
544
3400
3200
3000
2800
2600
3393
3194
2995
2795
2596
3372
3175
2978
2781
2584
3335
3143
2950
2756
2562
3279
3094
2907
2719
2531
3201
3025
2848
2669
2488
3095
2933
2768
2600
2430
2956
2812
2664
2512
2355
2780
2659
2532
2399
2261
2571
2475
2373
2262
2145
2341
2269
2190
2104
2009
2105
2054
1996
1931
1858
1879
1843
1802
1755
1701
1673
1647
1618
1584
1545
1490
1471
1450
1426
1397
1329
1316
1301
1283
1262
1190
1180
1169
1156
1140
1070
1062
1054
1044
1032
965
959
953
945
936
874
870
865
859
852
795
792
788
783
777
726
723
720
716
712
665
663
660
657
653
611
609
607
605
602
2400
2200
1800000 2000
1800
1600
2397
2197
1998
1798
1598
2386
2188
1990
1792
1594
2368
2173
1978
1782
1586
2342
2151
1960
1768
1575
2305
2121
1935
1748
1559
2257
2081
1903
1722
1540
2195
2030
1862
1690
1515
2116
1966
1811
1650
1484
2020
1887
1748
1600
1446
1906
1793
1672
1541
1401
1777
1685
1584
1471
1348
1639
1567
1486
1392
1287
1499
1445
1381
1306
1219
1363
1323
1274
1216
1145
1237
1207
1170
1125
1069
1122
1099
1071
1037
993
1018
1001
980
953
919
925
912
896
876
849
843
833
821
805
784
771
763
753
740
724
706
700
692
682
669
649
644
638
630
619
598
594
589
582
574
1400
1200
1000
800
1399
1199
999
800
1395
1197
998
798
1389
1192
995
797
1381
1186
990
794
1369
1177
985
790
1354
1167
977
786
1336
1154
968
780
1313
1137
958
773
1285
1118
945
766
1252
1095
929
756
1213
1068
912
746
1168
1036
891
733
1117
1000
867
719
1060
959
840
703
1000
914
810
685
938
867
777
665
876
818
742
643
815
768
705
619
757
719
667
594
702
672
630
567
652
628
593
540
605
586
557
513
562
547
523
487
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
UNIT AXIAL STRESSES - SPACED COLUMNS, CONDITION "a" - l/d from 2 to 46
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 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
l/d
E
F c*
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
3200
3000
2800
2600
2400
3194
2994
2795
2596
2396
3174
2977
2780
2583
2385
3139
2947
2754
2560
2366
3087
2901
2714
2527
2338
3013
2838
2660
2480
2299
2914
2752
2587
2418
2247
2784
2640
2491
2338
2180
2619
2498
2370
2236
2096
2423
2327
2223
2111
1992
2207
2135
2055
1967
1870
1985
1933
1875
1808
1733
1773
1736
1694
1646
1590
1579
1553
1523
1488
1447
1406
1387
1366
1341
1311
1255
1241
1226
1207
1185
1124
1114
1102
1088
1072
1010
1002
994
983
971
911
906
899
891
881
826
821
816
810
802
751
747
743
738
733
685
683
679
675
671
628
626
623
620
616
577
575
573
570
567
2200
2000
1700000 1800
1600
1400
2197
1997
1798
1598
1399
2188
1990
1792
1593
1395
2172
1977
1781
1585
1389
2148
1957
1766
1573
1379
2116
1931
1745
1557
1367
2073
1897
1717
1536
1351
2018
1852
1683
1509
1331
1949
1797
1639
1476
1307
1864
1729
1586
1435
1277
1763
1647
1522
1387
1242
1649
1553
1447
1329
1199
1525
1450
1363
1264
1151
1398
1341
1272
1191
1096
1275
1232
1179
1115
1036
1159
1126
1086
1036
973
1052
1028
997
959
909
956
938
914
884
845
870
856
838
815
784
793
782
768
750
726
725
717
706
692
673
665
658
649
638
623
611
606
599
590
577
564
559
553
546
536
1200
1000
800
600
1199
999
800
600
1196
997
798
599
1192
994
796
598
1185
990
793
596
1176
984
790
594
1165
976
785
592
1151
966
779
588
1133
955
772
584
1112
941
763
580
1087
924
753
575
1058
905
742
569
1024
883
729
562
985
857
713
554
941
828
696
545
894
796
676
535
844
761
655
524
793
724
631
512
743
685
606
498
693
646
579
483
646
608
552
467
602
571
524
451
560
535
496
433
522
502
469
415
3200
3000
2800
2600
2400
3193
2994
2795
2595
2396
3172
2975
2779
2582
2384
3135
2943
2751
2557
2364
3079
2894
2709
2522
2334
3000
2826
2650
2472
2292
2892
2733
2571
2405
2236
2751
2612
2467
2318
2164
2573
2458
2336
2207
2072
2365
2275
2178
2073
1960
2138
2073
2000
1919
1829
1912
1866
1813
1753
1685
1699
1667
1630
1587
1537
1507
1484
1458
1428
1391
1338
1322
1304
1282
1255
1192
1180
1167
1151
1131
1065
1057
1047
1035
1021
957
950
942
933
923
862
857
852
845
836
781
777
772
767
760
710
706
703
699
694
647
645
642
639
635
593
591
589
586
582
545
543
541
539
536
2200
2000
1600000 1800
1600
1400
2197
1997
1798
1598
1399
2187
1989
1791
1593
1395
2170
1975
1780
1584
1388
2145
1955
1763
1571
1378
2110
1926
1741
1554
1365
2064
1889
1712
1531
1348
2005
1842
1674
1502
1327
1930
1782
1627
1466
1300
1838
1708
1569
1423
1268
1729
1620
1500
1370
1229
1607
1519
1420
1308
1184
1478
1410
1330
1238
1131
1348
1297
1235
1161
1073
1224
1186
1139
1081
1009
1108
1080
1045
1000
943
1004
982
956
922
877
910
894
873
847
813
826
814
799
778
752
753
743
731
715
694
688
680
670
658
641
630
624
616
606
593
579
574
568
560
549
533
529
524
518
509
1200
1000
800
600
1199
999
800
600
1196
997
798
599
1191
994
796
598
1184
989
793
596
1175
982
789
594
1162
974
784
591
1147
964
777
588
1128
952
770
583
1106
937
761
579
1079
919
750
573
1047
898
738
566
1010
874
723
559
968
846
707
551
921
815
688
541
871
780
667
530
819
743
643
518
767
704
618
505
715
664
591
490
665
624
563
474
618
585
535
457
575
548
506
440
534
512
478
421
497
479
451
403
225
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
226
UNIT AXIAL STRESSES - SPACED COLUMNS, CONDITION "a" - l/d from 2 to 46
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 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
l/d
E
Fc*
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
3000
2800
2600
2400
2200
2994
2794
2595
2396
2197
2974
2777
2580
2383
2186
2939
2747
2555
2361
2168
2887
2702
2516
2329
2141
2813
2638
2462
2284
2103
2712
2552
2389
2223
2054
2579
2439
2294
2144
1989
2413
2297
2174
2044
1907
2217
2127
2029
1923
1807
2005
1939
1865
1783
1691
1792
1746
1693
1632
1561
1593
1560
1523
1479
1427
1413
1390
1363
1332
1294
1255
1238
1219
1197
1169
1117
1106
1092
1075
1055
999
990
980
968
953
897
890
882
873
862
808
803
797
790
782
732
728
723
718
711
665
662
658
654
649
607
604
602
598
594
556
554
551
549
545
511
509
507
505
502
2000
1800
1500000 1600
1400
1200
1997
1798
1598
1399
1199
1988
1791
1593
1394
1196
1973
1779
1583
1387
1191
1951
1761
1569
1377
1183
1921
1737
1550
1362
1173
1881
1705
1526
1344
1160
1829
1664
1495
1321
1143
1764
1613
1456
1292
1123
1683
1550
1408
1257
1098
1588
1475
1350
1215
1069
1481
1388
1283
1166
1034
1365
1293
1208
1109
994
1249
1194
1127
1046
949
1136
1095
1044
979
899
1031
1000
961
911
846
935
912
882
843
792
848
831
808
778
738
771
758
740
717
685
703
692
679
661
636
642
634
624
609
589
589
582
574
562
546
541
536
529
520
507
499
494
489
481
471
1000
800
600
400
999
800
600
400
997
798
599
400
993
796
598
399
988
793
596
398
981
788
593
397
972
783
590
396
961
776
587
394
948
768
582
392
932
758
577
390
912
746
571
388
890
733
564
385
863
717
556
381
833
699
547
378
799
678
536
374
762
655
524
369
722
630
511
364
682
603
497
358
640
575
481
352
600
545
464
345
560
516
446
338
523
487
427
330
488
458
408
321
455
431
389
312
2800
2600
2400
2200
2000
2794
2595
2396
2196
1997
2775
2579
2382
2185
1988
2743
2551
2359
2165
1971
2694
2509
2323
2136
1948
2625
2451
2274
2096
1915
2531
2371
2208
2041
1871
2407
2267
2122
1971
1814
2252
2136
2012
1881
1743
2069
1979
1880
1772
1655
1871
1805
1730
1646
1552
1673
1626
1572
1509
1437
1486
1454
1416
1370
1316
1319
1296
1269
1236
1197
1171
1155
1135
1112
1083
1043
1031
1017
1000
979
932
924
913
901
885
837
830
823
813
801
755
749
743
736
727
683
679
674
669
662
621
618
614
610
604
567
564
561
557
553
519
517
514
511
508
477
475
473
471
468
1800
1400000 1600
1400
1200
1798
1598
1399
1199
1790
1592
1394
1196
1777
1582
1386
1190
1758
1567
1375
1182
1732
1547
1360
1171
1697
1520
1340
1156
1653
1486
1315
1139
1597
1443
1283
1116
1528
1391
1245
1090
1446
1328
1199
1057
1352
1255
1144
1019
1252
1175
1083
975
1148
1089
1016
926
1048
1003
946
873
953
919
875
817
865
840
806
761
786
767
741
706
716
701
681
654
653
641
626
604
597
588
576
559
547
540
531
517
503
497
490
479
464
459
453
444
999
800
600
400
997
798
599
400
993
796
598
399
987
792
596
398
980
787
593
397
970
781
590
395
958
774
586
394
944
765
581
392
926
754
575
389
905
742
569
387
880
727
561
384
851
710
552
380
818
690
542
376
781
667
530
371
741
642
517
366
700
615
503
361
657
586
487
355
614
556
470
348
573
526
452
340
534
495
433
332
497
466
413
323
463
437
393
314
431
410
373
304
1000
800
600
400
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
UNIT AXIAL STRESSES - SPACED COLUMNS, CONDITION "a" - l/d from 2 to 46
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 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
l/d
E
F c*
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
2800
2600
2400
2200
2000
2794
2594
2395
2196
1997
2774
2577
2381
2184
1987
2738
2547
2355
2162
1969
2685
2502
2317
2131
1943
2609
2438
2263
2086
1907
2506
2350
2190
2027
1859
2369
2235
2095
1949
1797
2199
2091
1975
1850
1718
2003
1921
1831
1731
1621
1796
1737
1671
1595
1509
1594
1553
1506
1452
1387
1408
1380
1348
1309
1262
1244
1224
1201
1174
1140
1101
1087
1071
1051
1027
978
968
957
942
924
873
866
857
846
833
783
777
771
763
753
705
701
696
689
682
638
634
630
626
620
579
577
573
570
565
528
526
524
520
517
483
482
480
477
474
444
443
441
439
436
1800
1600
1300000 1400
1200
1000
1797
1598
1398
1199
999
1789
1591
1393
1195
997
1775
1580
1385
1189
992
1754
1564
1373
1180
986
1726
1542
1356
1168
978
1688
1513
1334
1153
968
1639
1476
1307
1133
955
1577
1429
1272
1109
939
1501
1371
1230
1079
919
1412
1302
1179
1044
896
1311
1223
1120
1002
868
1205
1136
1053
954
837
1098
1047
982
901
800
996
958
908
844
761
902
873
836
786
718
817
795
767
728
674
740
724
702
672
630
672
660
643
620
586
612
602
589
571
545
559
551
541
527
506
512
506
498
486
470
470
465
459
450
436
433
429
424
416
405
800
600
400
200
799
600
400
200
798
599
399
200
795
597
399
200
791
595
398
199
786
592
397
199
780
589
395
199
772
584
393
198
762
579
391
198
750
573
388
197
736
566
386
197
720
557
382
196
701
548
378
195
679
536
374
194
655
524
369
193
627
510
363
192
598
494
357
190
567
476
350
189
535
458
343
188
504
438
334
186
473
418
325
184
443
397
316
182
414
377
306
180
388
356
295
178
2600
2400
2200
2000
1800
2594
2395
2196
1996
1797
2575
2379
2182
1985
1788
2542
2351
2159
1966
1773
2493
2309
2124
1938
1750
2422
2250
2076
1898
1719
2325
2169
2010
1845
1677
2197
2063
1923
1776
1623
2038
1930
1814
1688
1554
1855
1774
1683
1582
1470
1662
1604
1537
1460
1372
1474
1434
1387
1331
1264
1302
1274
1241
1201
1152
1149
1130
1107
1079
1043
1017
1004
987
967
941
904
894
882
867
849
806
799
790
779
766
723
717
711
702
692
651
647
642
635
627
589
585
581
577
570
535
532
529
525
520
488
486
483
480
476
446
445
443
440
437
410
409
407
405
402
1600
1200000 1400
1200
1000
1598
1398
1199
999
1591
1393
1195
996
1579
1384
1188
992
1561
1370
1178
985
1537
1352
1165
976
1505
1328
1148
965
1463
1298
1127
950
1411
1259
1100
933
1347
1212
1067
911
1270
1156
1027
885
1184
1091
981
855
1092
1019
928
819
999
943
871
780
909
866
811
736
825
793
750
691
748
724
691
645
679
661
635
599
617
603
584
556
562
552
537
514
514
505
494
476
471
464
455
441
433
427
420
408
399
394
388
379
799
600
400
200
798
599
399
200
795
597
399
200
791
595
398
199
785
592
396
199
778
588
395
199
769
583
393
198
758
577
390
198
745
571
387
197
730
563
384
196
712
553
380
195
691
542
376
194
666
530
371
193
639
516
366
192
610
500
360
191
578
483
353
190
545
464
345
188
512
443
337
186
480
422
327
184
448
401
318
182
418
380
307
180
390
358
296
178
364
338
285
175
800
600
400
200
227
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
228
UNIT AXIAL STRESSES - SPACED COLUMNS, CONDITION "a" - l/d from 2 to 46
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 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
l/d
E
Fc*
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
1800
1600
1400
1200
1000
1797
1598
1398
1199
999
1787
1590
1392
1194
996
1770
1577
1382
1187
991
1745
1557
1368
1176
984
1711
1530
1347
1162
974
1664
1495
1321
1143
961
1603
1448
1287
1119
945
1526
1389
1244
1089
925
1432
1317
1191
1052
901
1325
1233
1128
1008
872
1209
1140
1056
956
838
1094
1042
978
898
799
983
946
898
836
755
883
856
820
773
708
792
772
746
710
660
712
698
678
651
612
642
631
617
596
566
581
573
561
546
522
528
521
512
500
482
481
475
468
459
444
439
435
430
422
411
403
400
395
389
380
371
368
364
359
352
800
600
400
200
799
600
400
200
797
599
399
200
794
597
399
200
790
594
397
199
784
591
396
199
776
587
394
199
766
581
392
198
754
575
389
197
739
567
386
197
722
559
383
196
702
548
378
195
678
536
374
194
651
522
368
193
621
506
362
191
589
489
355
190
555
469
347
188
520
448
339
187
486
427
329
185
453
404
319
183
422
382
308
181
392
360
297
178
365
339
285
175
340
318
273
173
2000
1800
1600
1400
1200
1996
1797
1597
1398
1198
1982
1786
1589
1391
1194
1959
1767
1574
1380
1186
1924
1739
1553
1364
1174
1875
1700
1522
1342
1158
1808
1648
1482
1312
1137
1719
1578
1429
1273
1109
1608
1491
1363
1224
1075
1478
1386
1282
1164
1033
1337
1269
1188
1094
983
1195
1147
1088
1015
926
1062
1028
986
932
862
942
918
888
848
796
836
820
798
769
730
745
733
717
696
667
666
657
645
630
608
598
591
582
570
554
539
534
527
518
505
488
484
479
472
462
443
440
436
431
423
405
402
399
394
388
371
368
366
362
357
340
339
337
334
329
1000
800
600
400
200
999
799
600
400
200
996
797
598
399
200
990
794
596
398
200
982
789
594
397
199
971
782
590
396
199
957
773
585
394
198
939
762
579
391
198
917
749
572
388
197
889
732
564
385
196
856
713
554
381
195
817
689
542
376
194
774
663
528
371
193
726
632
512
364
192
675
599
494
357
191
625
564
475
350
189
576
528
453
341
187
530
492
430
331
185
487
457
407
320
183
447
424
384
309
181
411
393
360
297
178
379
364
338
285
175
350
338
317
272
172
324
314
297
259
169
1600
1400
1200
1000
1597
1398
1198
999
1588
1391
1193
995
1571
1378
1184
989
1547
1360
1171
980
1513
1334
1153
968
1466
1300
1128
952
1406
1256
1097
931
1330
1200
1058
905
1238
1131
1010
874
1135
1052
953
836
1027
966
888
792
922
877
819
743
824
792
749
690
736
713
682
637
658
641
618
585
590
578
561
536
531
522
509
490
480
473
463
448
435
429
422
410
396
391
385
376
362
358
353
346
331
329
325
319
305
302
299
294
800
600
400
200
799
600
400
200
797
598
399
200
793
596
398
200
787
593
397
199
780
589
395
199
770
583
393
198
757
577
390
198
742
569
387
197
723
559
383
196
701
547
378
195
674
534
373
194
643
518
367
192
609
500
360
191
573
479
351
189
535
457
342
188
497
433
332
185
460
409
321
183
425
384
309
181
392
360
297
178
362
336
284
175
335
314
270
172
310
293
257
168
287
273
243
165
1100000
1000000
900000
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
UNIT AXIAL STRESSES - SPACED COLUMNS, CONDITION "a" - l/d from 46 to 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 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
l/d
E
F c*
46
48
50
52
54
56
58
60
62
64
66
68
70
72
74
76
78
80
4000
3800
3600
3400
3200
713
712
709
707
705
658
656
655
653
650
608
607
606
604
602
564
563
562
560
559
524
523
522
521
520
489
488
487
486
485
456
456
455
454
453
427
427
426
425
425
401
400
400
399
398
377
376
376
375
375
355
354
354
353
353
335
334
334
333
333
316
316
315
315
315
299
299
298
298
298
283
283
283
282
282
269
269
268
268
268
255
255
255
255
254
243
243
243
242
242
3000
2800
2100000 2600
2400
2200
702
698
694
689
683
648
645
642
637
633
600
598
595
591
587
557
555
553
550
546
518
517
515
512
509
484
482
480
478
476
452
451
449
448
446
424
422
421
420
418
398
397
396
394
393
374
373
372
371
370
352
351
351
350
348
332
332
331
330
329
314
314
313
312
311
297
297
296
296
295
282
281
281
280
279
267
267
267
266
265
254
254
253
253
252
242
242
241
241
240
2000
1800
1600
1400
1200
675
666
654
638
615
626
619
609
595
577
582
576
568
557
541
542
537
530
521
508
506
501
496
488
477
473
469
464
458
449
443
440
436
430
422
416
413
409
405
398
391
388
385
381
376
368
366
363
360
355
347
345
343
340
336
328
326
324
321
318
310
309
307
305
301
294
292
291
289
286
279
278
276
274
272
265
264
262
261
258
252
251
250
248
246
240
239
238
236
235
3600
3400
3200
3000
677
675
673
670
625
623
621
619
578
576
575
573
536
535
533
532
498
497
496
495
465
464
463
462
434
433
432
431
406
406
405
404
381
381
380
379
358
358
357
357
337
337
336
336
318
318
317
317
301
300
300
299
284
284
284
283
270
269
269
269
256
256
255
255
243
243
243
242
231
231
231
231
2800
2000000 2600
2400
2200
667
663
659
654
616
613
610
605
571
568
565
562
530
528
525
522
493
491
489
487
460
459
457
455
430
429
427
425
403
402
401
399
378
377
376
375
356
355
354
353
335
334
334
333
316
316
315
314
299
298
298
297
283
282
282
281
268
268
267
267
255
254
254
253
242
242
241
241
230
230
230
229
2000
1800
1600
1400
647
639
628
613
600
593
584
572
557
551
544
534
518
514
508
499
484
480
474
468
452
449
444
438
423
420
417
412
397
395
391
387
373
371
368
365
351
349
347
344
331
330
327
325
313
311
310
307
296
295
293
291
280
279
278
276
266
265
264
262
252
252
250
249
240
239
238
237
228
228
227
226
229
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
230
UNIT AXIAL STRESSES - SPACED COLUMNS, CONDITION "a" - l/d from 46 to 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 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
l/d
E
Fc*
46
48
50
52
54
56
58
60
62
64
66
68
70
72
74
76
78
80
3600
3400
3200
3000
2800
645
643
641
639
636
595
593
592
590
587
550
549
547
546
544
510
509
508
506
505
474
473
472
471
470
442
441
440
439
438
413
412
411
411
410
387
386
385
385
384
363
362
361
361
360
341
340
340
339
339
321
320
320
320
319
303
302
302
301
301
286
286
285
285
284
270
270
270
270
269
256
256
256
255
255
243
243
243
242
242
231
231
231
230
230
220
220
219
219
219
2600
2400
1900000 2200
2000
1800
633
629
624
618
611
585
581
577
573
566
542
539
536
532
526
503
501
498
495
490
468
466
464
461
458
437
435
433
431
428
408
407
405
403
401
383
381
380
378
376
359
358
357
355
353
338
337
336
334
333
318
317
316
315
314
300
300
299
298
296
284
283
282
282
280
269
268
267
267
266
255
254
254
253
252
242
241
241
240
239
230
229
229
228
228
219
218
218
217
217
1600
1400
1200
1000
601
588
570
544
559
548
533
511
520
511
499
481
485
478
467
452
453
447
438
426
424
419
411
401
397
393
387
378
373
369
364
356
351
348
343
337
331
328
324
318
312
310
306
301
295
293
290
285
279
277
275
271
264
263
260
257
251
249
247
244
238
237
235
233
227
226
224
222
216
215
213
211
3400
3200
3000
2800
2600
611
609
607
605
602
564
562
560
558
556
521
520
518
517
515
483
482
481
479
478
449
448
447
446
445
419
418
417
416
415
391
390
390
389
388
366
366
365
364
363
343
343
342
342
341
323
322
322
321
321
304
304
303
303
302
287
286
286
285
285
271
271
270
270
269
256
256
256
255
255
243
243
242
242
242
230
230
230
230
229
219
219
218
218
218
208
208
208
208
207
2400
2200
1800000 2000
1800
1600
598
594
589
582
574
553
549
545
540
533
512
509
506
501
496
476
473
470
467
462
443
441
438
435
431
413
412
409
407
403
386
385
383
381
378
362
361
359
357
355
340
339
337
336
334
320
319
318
316
314
301
300
299
298
296
284
284
283
282
280
269
268
267
266
265
254
254
253
252
251
241
241
240
239
238
229
228
228
227
226
218
217
217
216
215
207
207
206
206
205
1400
1200
1000
800
562
547
523
487
523
510
491
461
488
477
461
436
455
446
433
412
426
418
407
389
399
392
383
368
374
369
361
348
351
347
340
329
331
327
321
311
312
308
303
295
294
291
287
280
278
276
272
266
263
261
258
252
250
248
245
240
237
235
232
228
225
223
221
217
214
213
211
207
204
203
201
198
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
UNIT AXIAL STRESSES - SPACED COLUMNS, CONDITION "a" - l/d from 46 to 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 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
l/d
E
F c*
46
48
50
52
54
56
58
60
62
64
66
68
70
72
74
76
78
80
3200
3000
2800
2600
2400
577
575
573
570
567
532
531
529
527
524
492
491
489
487
485
456
455
454
452
451
424
423
422
421
419
395
395
394
393
391
369
369
368
367
366
346
345
345
344
343
324
324
323
323
322
305
304
304
303
303
287
287
286
286
285
271
270
270
270
269
256
255
255
255
254
242
242
241
241
241
229
229
229
228
228
218
217
217
217
216
207
207
206
206
206
197
196
196
196
196
2200
2000
1700000 1800
1600
1400
564
559
553
546
536
521
517
513
506
498
483
480
476
471
464
449
446
443
438
433
418
415
413
409
404
390
388
386
383
379
365
363
361
358
355
342
340
338
336
333
321
320
318
316
314
302
301
299
298
295
284
283
282
281
279
268
267
266
265
264
254
253
252
251
249
240
239
239
238
236
228
227
226
225
224
216
216
215
214
213
205
205
204
204
203
195
195
195
194
193
1200
1000
800
600
522
502
469
415
487
470
443
397
455
441
418
379
425
413
395
362
398
388
372
344
373
365
351
328
350
343
332
312
329
323
314
296
310
305
297
282
292
288
281
268
276
272
266
255
261
258
252
243
247
244
240
231
235
232
228
220
223
220
217
210
212
210
206
201
201
200
197
192
192
190
188
183
3200
3000
2800
2600
2400
545
543
541
539
536
502
501
499
497
495
464
463
462
460
458
430
429
428
427
425
400
399
398
397
396
373
372
371
370
369
348
348
347
346
345
326
325
325
324
323
306
305
305
304
303
287
287
286
286
285
270
270
270
269
269
255
255
254
254
254
241
241
240
240
240
228
228
227
227
227
216
216
216
215
215
205
205
205
204
204
195
195
194
194
194
185
185
185
185
184
2200
2000
1600000 1800
1600
1400
533
529
524
518
509
492
489
485
480
473
456
453
450
446
440
424
421
418
415
410
394
392
390
387
383
368
366
364
362
358
344
343
341
339
336
322
321
320
318
315
303
301
300
298
296
285
284
282
281
279
268
267
266
265
263
253
252
251
250
249
239
238
238
237
235
226
226
225
224
223
215
214
213
213
212
204
203
203
202
201
194
193
193
192
191
184
184
183
183
182
1200
1000
800
600
497
479
451
403
463
448
425
384
432
419
400
366
403
393
377
348
377
369
355
330
353
346
335
314
331
325
316
298
311
306
298
283
293
289
282
269
276
273
266
255
261
258
252
243
247
244
239
231
234
231
227
220
221
219
216
209
210
208
205
199
200
198
195
190
190
188
186
181
181
180
177
173
231
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
232
UNIT AXIAL STRESSES - SPACED COLUMNS, CONDITION "a" - l/d from 46 to 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 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
l/d
E
Fc*
46
48
50
52
54
56
58
60
62
64
66
68
70
72
74
76
78
80
3000
2800
2600
2400
2200
511
509
507
505
502
471
469
468
466
464
435
434
433
431
429
404
403
401
400
398
375
374
373
372
371
350
349
348
347
346
326
326
325
324
323
306
305
304
304
303
287
286
286
285
284
269
269
268
268
267
254
253
253
252
252
239
239
238
238
238
226
226
225
225
224
214
213
213
213
212
203
202
202
202
201
192
192
192
191
191
183
182
182
182
182
174
173
173
173
173
2000
1800
1500000 1600
1400
1200
499
494
489
481
471
461
457
453
446
438
427
424
420
415
408
396
394
391
387
381
369
367
364
361
356
344
343
340
337
333
322
321
319
316
312
302
300
299
297
293
283
282
281
279
276
266
265
264
263
260
251
250
249
248
246
237
236
235
234
232
224
223
222
221
220
212
211
211
210
208
201
200
200
199
198
191
190
190
189
188
181
181
180
180
179
173
172
172
171
170
1000
800
600
400
455
431
389
312
425
405
370
302
398
381
351
292
372
358
333
282
349
337
316
271
327
317
299
261
307
299
284
250
289
282
269
240
272
266
255
230
257
252
242
220
243
238
230
211
230
226
218
202
218
214
208
193
206
203
198
185
196
193
188
177
186
184
179
170
177
175
171
163
169
167
164
156
2800
2600
2400
2200
2000
477
475
473
471
468
439
438
436
434
432
406
405
404
402
400
377
376
374
373
371
350
349
348
347
346
326
326
325
324
322
305
304
303
302
301
285
285
284
283
282
268
267
266
266
265
251
251
251
250
249
237
236
236
235
235
223
223
223
222
222
211
211
210
210
209
199
199
199
199
198
189
189
189
188
188
179
179
179
179
178
170
170
170
170
169
162
162
162
162
161
1800
1400000 1600
1400
1200
464
459
453
444
429
425
420
413
397
394
390
384
369
367
363
358
344
342
338
334
321
319
316
313
300
298
296
293
281
280
278
275
264
263
261
259
248
247
246
244
234
233
232
230
221
220
219
217
209
208
207
206
198
197
196
195
187
187
186
185
178
177
177
176
169
169
168
167
161
160
160
159
1000
800
600
400
431
410
373
304
402
385
354
294
375
361
335
283
350
339
317
272
328
318
300
261
308
299
284
251
289
282
269
240
271
265
254
230
256
250
241
220
241
236
228
210
228
224
217
201
215
212
206
192
204
201
195
183
193
191
186
175
183
181
177
168
174
172
169
160
166
164
161
153
158
156
154
147
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
UNIT AXIAL STRESSES - SPACED COLUMNS, CONDITION "a" - l/d from 46 to 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 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
l/d
E
F c*
46
48
50
52
54
56
58
60
62
64
66
68
70
72
74
76
78
80
2800
2600
2400
2200
2000
444
443
441
439
436
409
408
407
405
403
378
377
376
375
373
351
350
349
348
346
326
325
324
323
322
304
303
302
301
300
283
283
282
282
281
265
265
264
264
263
249
248
248
247
247
234
233
233
233
232
220
220
219
219
218
208
207
207
207
206
196
196
196
195
195
185
185
185
185
184
176
176
175
175
175
167
167
166
166
166
158
158
158
158
158
151
150
150
150
150
1800
1600
1300000 1400
1200
1000
433
429
424
416
405
400
397
393
386
377
371
368
364
359
352
344
342
339
335
328
320
319
316
312
307
299
297
295
292
288
280
278
276
274
270
262
261
259
257
254
246
245
243
241
239
231
230
229
227
225
218
217
216
214
212
206
205
204
203
201
194
194
193
192
190
184
183
183
182
180
174
174
173
172
171
165
165
164
164
162
157
157
156
156
155
150
149
149
148
147
800
600
400
200
388
356
295
178
363
337
284
175
340
318
273
173
318
300
262
170
299
284
250
167
281
268
239
164
264
253
229
160
248
239
218
157
234
226
208
153
221
214
199
150
209
203
190
146
198
193
181
142
188
183
173
138
178
174
165
134
169
165
158
130
161
158
151
126
153
150
144
122
146
143
138
118
2600
2400
2200
2000
1800
410
409
407
405
402
378
377
375
373
371
349
348
347
346
344
324
323
322
321
319
301
300
299
298
297
280
280
279
278
277
262
261
261
260
259
245
244
244
243
242
230
229
229
228
228
216
215
215
215
214
203
203
203
202
202
192
191
191
191
190
181
181
180
180
180
171
171
171
170
170
162
162
162
162
161
154
154
154
153
153
146
146
146
146
145
139
139
139
139
138
1600
1200000 1400
1200
1000
399
394
388
379
369
365
360
352
341
338
334
328
317
315
311
306
295
293
290
286
276
274
271
267
258
256
254
251
241
240
238
235
227
225
224
222
213
212
211
209
201
200
199
197
190
189
188
186
179
178
178
176
170
169
168
167
161
160
159
158
153
152
151
150
145
145
144
143
138
138
137
136
364
338
285
175
340
319
273
173
318
300
261
170
298
283
250
167
279
266
238
163
262
251
227
160
246
237
216
156
231
223
206
152
218
211
196
148
206
200
187
144
194
189
178
140
184
179
170
136
174
170
162
132
165
162
154
128
157
154
147
124
149
146
141
120
142
139
134
116
135
133
128
112
800
600
400
200
233
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
234
UNIT AXIAL STRESSES - SPACED COLUMNS, CONDITION "a" - l/d from 46 to 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 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
l/d
E
Fc*
46
48
50
52
54
56
58
60
62
64
66
68
70
72
74
76
78
80
1800
1600
1400
1200
1000
371
368
364
359
352
342
340
337
333
326
316
315
312
309
304
294
292
290
287
283
273
272
270
268
264
255
254
252
250
247
238
237
236
234
231
223
222
221
219
217
209
208
207
206
204
197
196
195
194
192
185
185
184
183
181
175
174
174
173
171
165
165
164
163
162
156
156
155
155
154
148
148
147
147
146
140
140
140
139
138
133
133
133
132
132
127
127
126
126
125
800
600
400
200
340
318
273
173
317
299
261
170
295
281
248
166
276
264
237
163
258
248
225
159
242
233
214
155
227
220
203
151
214
207
193
147
201
196
184
143
190
185
174
139
179
175
166
134
169
166
158
130
160
157
150
126
152
149
143
122
144
142
137
117
137
135
130
113
131
129
124
109
124
123
119
105
2000
1800
1600
1400
1200
340
339
337
334
329
314
312
311
308
305
290
289
287
285
283
269
268
267
265
263
250
249
248
247
245
233
232
231
230
228
218
217
216
215
214
204
203
202
202
200
191
191
190
189
188
180
179
179
178
177
169
169
168
168
167
159
159
159
158
157
151
150
150
149
149
142
142
142
141
141
135
135
134
134
134
128
128
128
127
127
122
122
121
121
121
116
116
115
115
115
1000
800
600
400
200
324
314
297
259
169
300
292
278
246
166
278
272
260
234
162
259
254
244
222
158
242
237
229
210
154
226
222
215
199
150
212
208
202
189
145
199
196
191
179
141
187
184
180
170
136
176
173
170
161
132
166
164
160
153
127
156
155
152
146
123
148
146
144
138
119
140
139
137
132
114
133
132
130
125
110
126
125
123
120
106
120
119
118
114
102
114
113
112
109
98
1600
1400
1200
1000
305
302
299
294
281
279
276
273
260
258
256
253
241
240
238
235
224
223
221
219
209
208
207
205
195
194
193
192
183
182
181
180
171
171
170
169
161
161
160
159
152
151
151
150
143
143
142
141
135
135
134
134
128
128
127
127
121
121
121
120
115
115
114
114
109
109
109
108
104
104
104
103
800
600
400
200
287
273
243
165
266
255
230
161
248
239
218
157
231
223
206
152
216
209
195
148
202
196
184
143
189
184
174
138
177
173
165
134
167
163
156
129
157
154
148
124
148
146
140
119
140
138
133
115
132
131
126
110
126
124
120
106
119
118
114
102
113
112
109
98
108
106
104
94
102
101
99
91
1100000
1000000
900000
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
UNIT AXIAL STRESSES - SPACED COLUMNS, CONDITION "b" - l/d from 2 to 46
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 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
l/d
E
F c*
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
4000
3800
3600
3400
3200
3993
3794
3594
3395
3196
3972
3775
3578
3380
3182
3936
3743
3549
3354
3160
3882
3694
3506
3316
3126
3808
3628
3446
3264
3080
3708
3539
3368
3194
3020
3578
3423
3266
3105
2942
3413
3277
3137
2992
2844
3212
3098
2978
2853
2723
2981
2890
2793
2689
2580
2730
2661
2586
2504
2416
2476
2425
2369
2307
2239
2232
2195
2154
2108
2056
2007
1980
1950
1916
1878
1804
1784
1762
1737
1709
1624
1609
1593
1574
1553
1465
1455
1442
1428
1412
1327
1318
1309
1298
1286
1205
1198
1191
1183
1173
1098
1093
1087
1081
1073
1004
1000
995
990
984
921
918
914
910
905
848
845
842
838
834
3000
2800
2100000 2600
2400
2200
2996
2797
2597
2398
2198
2985
2787
2588
2390
2192
2965
2769
2573
2377
2181
2935
2744
2552
2359
2166
2895
2709
2522
2334
2145
2843
2664
2484
2302
2118
2776
2607
2435
2261
2085
2691
2535
2375
2211
2044
2587
2447
2300
2149
1993
2463
2341
2211
2075
1933
2320
2217
2107
1988
1861
2163
2080
1988
1888
1779
1998
1933
1860
1778
1687
1834
1784
1727
1662
1588
1676
1638
1594
1544
1484
1528
1500
1466
1427
1381
1393
1372
1346
1316
1279
1271
1255
1235
1211
1183
1162
1149
1134
1115
1093
1064
1054
1042
1027
1010
977
969
959
948
934
899
893
885
876
864
830
824
818
811
801
2000
1800
1600
1400
1200
1998
1799
1599
1399
1199
1993
1794
1596
1397
1198
1984
1787
1590
1392
1194
1972
1777
1582
1386
1190
1955
1764
1571
1378
1184
1933
1746
1558
1368
1177
1906
1725
1541
1356
1168
1873
1698
1521
1341
1157
1832
1667
1497
1322
1144
1784
1629
1468
1301
1129
1726
1584
1434
1276
1112
1660
1532
1394
1247
1091
1585
1472
1349
1214
1068
1503
1406
1298
1176
1042
1415
1335
1241
1134
1012
1325
1259
1181
1088
979
1236
1182
1117
1038
943
1149
1106
1053
987
905
1066
1032
989
934
864
988
961
926
882
823
916
895
867
830
781
850
833
810
780
739
790
776
757
732
699
3600
3400
3200
3000
3594
3395
3195
2996
3577
3379
3181
2984
3546
3352
3157
2963
3500
3312
3122
2932
3438
3256
3073
2889
3354
3183
3009
2834
3245
3087
2926
2762
3108
2967
2822
2672
2939
2819
2693
2562
2743
2645
2541
2430
2528
2452
2369
2279
2305
2248
2185
2115
2087
2045
1998
1945
1883
1852
1818
1778
1697
1675
1649
1620
1531
1515
1495
1473
1384
1372
1357
1341
1255
1245
1234
1221
1141
1133
1125
1115
1040
1035
1028
1020
952
947
942
936
874
870
866
861
804
801
798
794
2800
2000000 2600
2400
2200
2797
2597
2397
2198
2786
2588
2390
2191
2768
2572
2376
2180
2741
2549
2357
2164
2704
2518
2331
2142
2657
2478
2297
2114
2595
2426
2253
2078
2519
2361
2200
2034
2425
2282
2134
1981
2312
2187
2055
1916
2181
2076
1962
1840
2037
1951
1857
1752
1885
1818
1742
1656
1733
1681
1621
1552
1586
1546
1500
1446
1448
1418
1382
1340
1321
1298
1271
1238
1206
1189
1168
1142
1103
1089
1073
1053
1011
1000
987
971
928
920
909
897
855
848
839
829
789
783
776
768
2000
1800
1600
1400
1998
1799
1599
1399
1993
1794
1595
1396
1984
1787
1590
1392
1970
1776
1581
1386
1952
1762
1570
1377
1930
1743
1556
1366
1901
1721
1538
1353
1865
1693
1517
1337
1822
1659
1491
1318
1770
1618
1460
1295
1709
1570
1423
1269
1639
1515
1381
1238
1559
1452
1333
1202
1473
1382
1279
1162
1382
1307
1219
1117
1290
1229
1156
1069
1199
1150
1090
1017
1111
1073
1024
964
1029
998
959
909
952
928
897
856
881
862
837
804
817
801
781
754
758
745
729
707
235
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
236
UNIT AXIAL STRESSES - SPACED COLUMNS, CONDITION "b" - l/d from 2 to 46
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 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
l/d
E
Fc*
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
3600
3400
3200
3000
2800
3594
3395
3195
2996
2796
3575
3378
3180
2983
2785
3543
3349
3155
2961
2766
3495
3307
3118
2928
2738
3428
3248
3066
2883
2699
3339
3169
2998
2824
2648
3223
3067
2909
2747
2583
3075
2938
2797
2651
2501
2896
2781
2660
2533
2400
2689
2597
2498
2392
2279
2464
2394
2317
2233
2141
2236
2184
2126
2062
1990
2016
1979
1936
1888
1834
1813
1786
1755
1719
1679
1630
1610
1587
1561
1531
1468
1453
1436
1416
1394
1325
1314
1301
1286
1269
1200
1191
1181
1170
1157
1090
1083
1075
1067
1056
993
988
982
975
967
908
904
899
894
887
833
830
826
821
816
767
764
761
757
753
2600
2400
1900000 2200
2000
1800
2597
2397
2198
1998
1798
2587
2389
2191
1992
1794
2571
2375
2179
1983
1786
2546
2354
2162
1969
1775
2513
2327
2139
1950
1760
2470
2291
2109
1925
1740
2415
2245
2071
1895
1716
2346
2187
2024
1857
1686
2261
2117
1966
1811
1650
2159
2032
1897
1755
1607
2041
1933
1816
1690
1555
1910
1822
1723
1615
1496
1772
1701
1621
1531
1429
1631
1577
1514
1440
1355
1495
1454
1404
1346
1277
1367
1335
1297
1251
1196
1249
1224
1195
1159
1116
1141
1122
1100
1072
1037
1044
1030
1012
990
963
957
946
932
915
893
879
870
859
846
828
810
803
794
783
769
748
742
735
726
714
1600
1400
1200
1000
1599
1399
1199
1000
1595
1396
1197
998
1589
1392
1194
996
1580
1385
1189
992
1568
1376
1182
988
1553
1365
1174
982
1535
1351
1164
975
1512
1333
1152
967
1484
1313
1137
958
1451
1289
1120
946
1412
1260
1100
933
1367
1227
1077
918
1315
1189
1051
900
1258
1146
1021
881
1195
1099
987
858
1129
1047
950
834
1061
994
910
807
994
938
867
777
928
883
824
746
865
829
780
713
806
776
736
680
751
727
693
647
699
680
653
613
3400
3200
3000
2800
2600
3394
3195
2996
2796
2597
3377
3179
2982
2784
2586
3346
3153
2958
2764
2569
3301
3113
2924
2734
2543
3238
3058
2876
2693
2508
3154
2984
2813
2638
2462
3045
2889
2731
2568
2403
2906
2769
2627
2480
2329
2738
2622
2500
2372
2238
2542
2450
2350
2243
2128
2331
2260
2182
2097
2003
2116
2063
2005
1939
1865
1908
1870
1827
1778
1722
1716
1689
1657
1621
1578
1543
1523
1500
1473
1441
1390
1375
1358
1337
1314
1255
1243
1230
1215
1197
1136
1127
1117
1106
1092
1032
1025
1017
1008
998
941
935
929
922
914
860
856
851
845
839
789
786
782
777
772
726
723
720
716
712
2400
2200
1800000 2000
1800
1600
2397
2198
1998
1798
1599
2388
2190
1992
1794
1595
2374
2178
1982
1785
1588
2352
2160
1967
1773
1579
2322
2135
1947
1757
1566
2284
2103
1921
1737
1550
2234
2063
1888
1711
1530
2173
2012
1848
1679
1506
2097
1950
1798
1640
1476
2006
1876
1738
1593
1441
1901
1789
1668
1538
1399
1783
1691
1588
1475
1350
1657
1583
1499
1403
1295
1529
1472
1404
1326
1234
1404
1360
1307
1244
1168
1285
1252
1211
1161
1099
1176
1150
1118
1079
1030
1075
1055
1031
1000
961
985
969
950
926
895
903
891
876
857
832
830
821
809
793
774
765
757
748
735
719
707
700
692
682
669
1400
1200
1000
800
1399
1199
1000
800
1396
1197
998
799
1391
1193
995
797
1384
1188
992
795
1375
1181
987
792
1362
1173
981
788
1348
1162
974
784
1329
1149
965
778
1307
1134
955
772
1281
1115
943
764
1251
1094
929
756
1215
1069
912
746
1174
1040
894
735
1128
1008
872
722
1078
972
849
708
1024
932
822
692
968
890
793
675
911
846
762
655
854
801
729
635
800
756
695
612
747
711
661
589
698
669
627
565
652
628
593
540
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
UNIT AXIAL STRESSES - SPACED COLUMNS, CONDITION "b" - l/d from 2 to 46
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 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
l/d
E
F c*
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
3200
3000
2800
2600
2400
3195
2995
2796
2596
2397
3178
2981
2783
2586
2388
3150
2956
2762
2567
2372
3107
2919
2730
2540
2349
3048
2868
2686
2502
2317
2970
2800
2627
2453
2276
2867
2711
2552
2389
2223
2737
2600
2457
2309
2157
2579
2463
2340
2211
2075
2396
2303
2202
2094
1977
2198
2126
2047
1960
1864
1995
1943
1883
1816
1740
1800
1762
1718
1667
1609
1620
1592
1559
1522
1478
1457
1436
1412
1385
1352
1312
1297
1279
1258
1233
1184
1173
1160
1144
1125
1072
1064
1053
1041
1027
974
967
960
950
939
888
883
876
869
860
812
808
803
797
790
745
742
738
733
727
686
683
680
676
671
2200
2000
1700000 1800
1600
1400
2197
1998
1798
1599
1399
2190
1992
1793
1595
1396
2177
1981
1784
1588
1391
2157
1965
1772
1578
1383
2131
1943
1755
1564
1373
2097
1916
1732
1547
1360
2053
1881
1705
1526
1344
1999
1837
1670
1500
1325
1932
1784
1629
1468
1301
1852
1719
1578
1429
1273
1759
1644
1519
1384
1240
1654
1558
1451
1332
1202
1542
1464
1375
1273
1158
1426
1365
1293
1208
1108
1312
1265
1208
1138
1055
1203
1167
1122
1067
998
1102
1074
1039
996
940
1009
988
961
926
881
925
908
887
860
824
849
836
819
798
769
781
771
757
740
717
720
712
701
687
668
665
658
650
638
623
1200
1000
800
600
1199
999
800
600
1197
998
799
599
1193
995
797
598
1188
991
795
597
1180
986
791
595
1171
980
787
593
1160
972
783
590
1146
963
777
587
1129
952
770
584
1109
939
762
579
1086
924
753
574
1059
906
742
569
1029
886
730
563
994
863
717
556
955
837
701
548
913
809
684
539
868
778
665
529
822
745
645
519
776
711
623
507
730
675
599
494
685
640
575
481
642
605
549
466
602
571
524
451
3200
3000
2800
2600
2400
3194
2995
2796
2596
2397
3177
2980
2782
2585
2387
3146
2953
2759
2565
2370
3101
2913
2725
2536
2345
3038
2858
2678
2495
2312
2953
2785
2615
2442
2267
2842
2689
2533
2373
2210
2701
2568
2430
2287
2138
2531
2421
2304
2180
2049
2336
2250
2156
2054
1944
2129
2064
1992
1912
1823
1922
1875
1822
1761
1692
1726
1692
1653
1608
1556
1547
1523
1495
1462
1423
1388
1370
1349
1325
1296
1247
1234
1218
1200
1179
1124
1114
1102
1089
1072
1016
1009
1000
990
977
922
917
910
902
892
840
835
830
824
816
768
764
760
755
748
704
701
698
693
688
648
645
642
639
635
2200
2000
1600000 1800
1600
1400
2197
1998
1798
1599
1399
2189
1991
1793
1594
1396
2175
1979
1783
1587
1390
2154
1962
1770
1576
1382
2126
1940
1751
1562
1371
2090
1910
1728
1544
1357
2043
1872
1698
1521
1340
1984
1825
1661
1492
1319
1911
1767
1615
1458
1294
1825
1697
1561
1416
1263
1724
1616
1497
1367
1228
1613
1524
1424
1311
1186
1495
1425
1342
1247
1139
1377
1322
1256
1178
1086
1261
1219
1168
1106
1029
1153
1121
1081
1032
970
1053
1028
998
959
909
962
943
919
889
849
880
865
847
823
791
807
795
780
762
736
741
732
720
705
685
682
675
666
654
637
630
624
616
606
593
1200
1000
800
600
1199
999
800
600
1197
998
799
599
1193
995
797
598
1187
991
794
597
1179
986
791
595
1169
979
787
593
1157
970
781
590
1142
960
775
586
1124
949
768
582
1103
934
759
578
1078
918
750
573
1049
899
738
567
1015
877
725
560
978
852
710
552
936
825
694
544
891
794
675
534
844
761
655
524
797
726
633
512
749
690
609
500
702
653
584
486
657
617
558
471
615
582
532
456
575
548
506
440
237
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
238
UNIT AXIAL STRESSES - SPACED COLUMNS, CONDITION "b" - l/d from 2 to 46
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 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
l/d
E
Fc*
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
3000
2800
2600
2400
2200
2995
2795
2596
2397
2197
2978
2781
2584
2386
2188
2950
2756
2562
2368
2173
2907
2719
2531
2342
2151
2848
2669
2488
2305
2121
2768
2600
2430
2257
2081
2664
2512
2355
2195
2030
2532
2399
2261
2116
1966
2373
2262
2145
2020
1887
2190
2104
2009
1906
1793
1996
1931
1858
1777
1685
1802
1755
1701
1639
1567
1618
1584
1545
1499
1445
1450
1426
1397
1363
1323
1301
1283
1262
1237
1207
1169
1156
1140
1122
1099
1054
1044
1032
1018
1001
953
945
936
925
912
865
859
852
843
833
788
783
777
771
763
720
716
712
706
700
660
657
653
649
644
607
605
602
598
594
2000
1800
1500000 1600
1400
1200
1998
1798
1598
1399
1199
1990
1792
1594
1395
1197
1978
1782
1586
1389
1192
1960
1768
1575
1381
1186
1935
1748
1559
1369
1177
1903
1722
1540
1354
1167
1862
1690
1515
1336
1154
1811
1650
1484
1313
1137
1748
1600
1446
1285
1118
1672
1541
1401
1252
1095
1584
1471
1348
1213
1068
1486
1392
1287
1168
1036
1381
1306
1219
1117
1000
1274
1216
1145
1060
959
1170
1125
1069
1000
914
1071
1037
993
938
867
980
953
919
876
818
896
876
849
815
768
821
805
784
757
719
753
740
724
702
672
692
682
669
652
628
638
630
619
605
586
589
582
574
562
547
1000
800
600
400
999
800
600
400
998
798
599
400
995
797
598
399
990
794
597
398
985
790
595
398
977
786
592
396
968
780
589
395
958
773
585
394
945
766
581
392
929
756
576
390
912
746
571
387
891
733
564
385
867
719
557
382
840
703
549
379
810
685
539
375
777
665
529
371
742
643
518
366
705
619
505
362
667
594
491
356
630
567
476
350
593
540
461
344
557
513
444
337
523
487
427
330
2800
2600
2400
2200
2000
2795
2596
2396
2197
1997
2780
2582
2385
2188
1990
2753
2560
2366
2171
1976
2713
2526
2337
2147
1957
2658
2479
2298
2115
1930
2584
2416
2245
2071
1895
2486
2334
2177
2016
1850
2363
2230
2091
1946
1794
2214
2104
1986
1859
1725
2044
1957
1862
1757
1642
1863
1798
1724
1641
1547
1682
1634
1579
1516
1442
1510
1476
1436
1389
1332
1354
1329
1300
1265
1223
1214
1196
1175
1149
1117
1091
1078
1062
1043
1019
983
973
961
947
929
889
882
873
861
848
807
801
794
785
775
735
730
725
718
709
672
668
664
658
651
616
613
609
605
600
567
564
561
558
553
1800
1400000 1600
1400
1200
1798
1598
1399
1199
1792
1593
1395
1196
1781
1585
1389
1192
1765
1573
1379
1185
1744
1556
1367
1176
1716
1535
1351
1164
1681
1508
1331
1150
1637
1474
1306
1132
1583
1433
1275
1111
1518
1383
1239
1086
1442
1325
1196
1056
1357
1259
1147
1021
1265
1186
1092
982
1171
1108
1031
938
1078
1029
967
890
989
951
903
839
906
877
839
788
830
808
778
737
761
743
720
688
699
685
666
641
643
632
617
596
593
584
572
555
548
540
531
517
999
800
600
400
997
798
599
400
994
796
598
399
990
793
596
398
983
789
594
397
976
785
591
396
966
779
588
395
954
771
584
393
940
763
580
391
923
753
574
389
904
741
568
387
881
727
561
384
855
712
553
380
826
694
544
377
793
675
534
373
757
653
523
368
720
629
510
364
681
603
496
358
642
576
481
352
604
548
465
346
566
520
449
339
531
493
431
331
497
466
413
323
1000
800
600
400
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
UNIT AXIAL STRESSES - SPACED COLUMNS, CONDITION "b" - l/d from 2 to 46
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 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
l/d
E
F c*
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
2800
2600
2400
2200
2000
2795
2595
2396
2197
1997
2778
2581
2384
2187
1989
2749
2556
2363
2169
1974
2706
2519
2332
2143
1953
2645
2468
2289
2107
1924
2564
2399
2231
2060
1886
2456
2309
2156
1999
1837
2321
2195
2061
1921
1775
2159
2056
1946
1826
1698
1976
1898
1811
1714
1608
1787
1730
1664
1590
1504
1602
1562
1514
1458
1393
1431
1402
1368
1327
1278
1278
1257
1232
1202
1166
1142
1127
1109
1087
1061
1024
1013
1000
984
963
922
913
903
891
876
832
826
818
809
797
755
750
744
736
727
687
683
678
672
665
627
624
620
615
610
575
572
569
565
561
528
526
524
521
517
1800
1600
1300000 1400
1200
1000
1798
1598
1399
1199
999
1791
1593
1395
1196
997
1779
1584
1388
1191
994
1762
1570
1378
1184
989
1739
1552
1364
1174
982
1709
1529
1347
1161
973
1670
1499
1324
1146
963
1622
1462
1297
1126
950
1562
1417
1264
1103
935
1490
1362
1224
1075
916
1408
1299
1177
1042
895
1316
1226
1123
1004
870
1219
1148
1062
960
841
1122
1066
998
913
809
1027
985
931
861
773
938
906
864
809
735
857
832
799
755
695
782
763
738
703
655
716
701
681
654
614
656
644
629
607
575
603
593
581
563
538
555
547
537
523
503
512
506
498
487
470
800
600
400
200
800
600
400
200
798
599
400
200
796
598
399
200
793
596
398
200
789
594
397
199
783
591
396
199
777
587
394
199
769
583
393
198
760
578
391
198
749
572
388
197
736
565
385
197
721
558
382
196
704
549
379
195
684
539
375
194
662
528
370
193
638
515
366
192
612
501
360
191
585
486
354
190
556
470
348
189
527
453
341
187
498
435
333
186
470
416
325
184
443
397
316
182
2600
2400
2200
2000
1800
2595
2396
2196
1997
1798
2580
2383
2185
1988
1790
2553
2360
2166
1972
1778
2512
2326
2138
1949
1759
2455
2278
2099
1917
1734
2379
2214
2046
1875
1700
2279
2131
1978
1820
1657
2152
2026
1892
1751
1603
2000
1898
1787
1667
1537
1830
1752
1665
1567
1458
1654
1597
1531
1455
1367
1482
1441
1393
1337
1269
1323
1294
1260
1218
1167
1181
1160
1135
1105
1067
1056
1041
1022
1000
972
946
935
922
905
884
851
843
833
820
804
769
762
755
745
733
697
692
686
678
669
634
630
625
619
612
579
576
572
567
561
531
528
525
521
516
488
486
483
480
476
1600
1200000 1400
1200
1000
1598
1399
1199
999
1592
1394
1196
997
1582
1387
1190
993
1568
1376
1182
988
1548
1361
1171
980
1522
1342
1158
971
1490
1317
1140
960
1449
1287
1119
945
1398
1250
1093
928
1337
1206
1062
908
1267
1153
1026
884
1188
1094
983
856
1105
1028
936
824
1019
960
884
789
936
890
829
750
857
821
774
709
784
756
719
667
717
696
667
625
657
640
617
584
602
589
571
545
554
543
529
508
510
502
490
473
471
464
455
441
800
600
400
200
798
599
400
200
796
598
399
200
792
596
398
200
788
593
397
199
782
590
396
199
775
586
394
199
766
581
392
198
756
576
390
198
743
570
387
197
729
562
384
196
713
554
381
195
694
544
377
195
672
533
372
194
648
520
368
193
622
506
362
192
593
491
356
190
564
475
350
189
534
457
342
187
504
438
334
186
474
419
326
184
446
399
317
182
419
380
307
180
800
600
400
200
239
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
240
UNIT AXIAL STRESSES - SPACED COLUMNS, CONDITION "b" - l/d from 2 to 46
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 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
l/d
E
Fc*
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
1800
1600
1400
1200
1000
1797
1598
1398
1199
999
1789
1592
1394
1195
997
1775
1581
1385
1189
993
1755
1565
1373
1180
987
1727
1543
1357
1169
979
1690
1514
1336
1153
968
1642
1478
1309
1134
955
1581
1432
1275
1111
940
1507
1375
1233
1081
921
1419
1307
1183
1047
898
1320
1229
1125
1006
871
1215
1144
1059
958
840
1109
1055
989
906
804
1007
967
916
850
765
912
883
844
792
723
826
804
775
735
679
749
733
710
679
635
681
668
651
627
592
620
610
597
578
551
567
559
548
533
512
519
513
504
493
475
477
472
465
456
442
439
435
430
422
411
800
600
400
200
799
600
400
200
798
599
399
200
795
597
399
200
791
595
398
199
786
592
397
199
780
589
395
199
772
585
393
198
763
580
391
198
751
573
389
197
737
566
386
197
721
558
382
196
703
549
379
195
681
538
374
194
657
525
369
193
631
511
364
192
602
496
358
191
571
479
351
189
540
460
344
188
508
441
336
186
477
421
327
184
448
400
317
182
419
380
307
180
392
360
297
178
2000
1800
1600
1400
1200
1996
1797
1598
1398
1199
1985
1788
1591
1393
1195
1966
1773
1579
1384
1188
1938
1750
1561
1370
1178
1898
1719
1537
1352
1165
1845
1677
1505
1328
1148
1776
1623
1463
1298
1127
1688
1554
1411
1259
1100
1582
1470
1347
1212
1067
1460
1372
1270
1156
1027
1331
1264
1184
1091
981
1201
1152
1092
1019
928
1079
1043
999
943
871
967
941
909
866
811
867
849
825
793
750
779
766
748
724
691
702
692
679
661
635
635
627
617
603
584
577
570
562
552
537
525
520
514
505
494
480
476
471
464
455
440
437
433
427
420
405
402
399
394
388
1000
800
600
400
200
999
799
600
400
200
996
798
599
399
200
992
795
597
399
200
985
791
595
398
199
976
785
592
396
199
965
778
588
395
199
950
769
583
393
198
933
758
577
390
198
911
745
571
387
197
885
730
563
384
196
855
712
553
380
195
819
691
542
376
194
780
666
530
371
193
736
639
516
366
192
691
610
500
360
191
645
578
483
353
190
599
545
464
345
188
556
512
443
337
186
514
480
422
327
184
476
448
401
318
182
441
418
380
307
180
408
390
358
296
178
379
364
338
285
175
1600
1400
1200
1000
1597
1398
1199
999
1590
1392
1194
996
1576
1382
1187
991
1556
1367
1176
983
1529
1346
1161
973
1492
1319
1142
960
1445
1284
1117
944
1385
1240
1086
924
1311
1186
1049
899
1225
1122
1003
869
1130
1048
950
834
1032
970
891
794
935
889
829
750
844
810
765
702
762
736
702
653
687
669
643
605
622
608
588
559
564
553
538
515
513
504
492
475
468
461
452
438
428
423
415
404
393
389
383
374
362
358
353
346
800
600
400
200
799
600
400
200
797
599
399
200
794
597
399
200
789
594
397
199
783
591
396
199
775
586
394
199
765
581
392
198
753
575
389
197
738
567
386
197
720
558
382
196
700
547
378
195
675
534
373
194
648
520
367
193
617
504
361
191
584
486
354
190
550
466
346
188
515
445
337
186
480
423
328
185
447
400
317
182
416
378
306
180
387
356
295
178
360
334
283
175
335
314
270
172
1100000
1000000
900000
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
UNIT AXIAL STRESSES - SPACED COLUMNS, CONDITION "b" - l/d from 46 to 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 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
l/d
E
F c*
46
48
50
52
54
56
58
60
62
64
66
68
70
72
74
76
78
80
4000
3800
3600
3400
3200
848
845
842
838
834
782
780
777
775
771
724
722
720
718
715
672
670
668
666
664
625
624
622
620
619
583
582
580
579
577
545
544
543
541
540
510
509
508
507
506
479
478
477
476
475
450
449
449
448
447
424
423
423
422
421
400
399
399
398
397
378
377
377
376
376
358
357
357
356
356
339
339
338
338
337
322
321
321
321
320
306
305
305
305
304
291
291
290
290
290
3000
2800
2100000 2600
2400
2200
830
824
818
811
801
768
763
758
752
744
712
708
704
699
692
662
658
655
651
645
616
614
611
607
603
575
573
571
568
564
538
536
534
532
528
505
503
501
499
496
474
472
471
469
467
446
445
443
442
439
420
419
418
416
415
397
396
395
393
392
375
374
373
372
371
355
354
353
352
351
337
336
335
334
333
320
319
318
318
317
304
303
303
302
301
289
289
288
287
287
2000
1800
1600
1400
1200
790
776
757
732
699
735
723
708
688
659
685
675
662
646
622
639
631
620
606
587
597
590
582
570
553
559
554
546
536
522
525
520
513
505
493
493
489
483
476
466
464
460
455
449
441
437
434
430
424
417
412
410
406
402
395
390
387
384
380
375
369
367
364
361
356
350
348
346
342
338
332
330
328
325
322
315
314
312
310
306
300
299
297
295
292
286
285
283
281
278
3600
3400
3200
3000
804
801
798
794
743
740
737
734
688
685
683
680
638
636
634
632
594
592
591
589
554
553
551
549
518
517
515
514
485
484
483
482
455
454
453
452
428
427
426
425
403
402
402
401
380
380
379
378
359
359
358
358
340
340
339
339
322
322
322
321
306
306
305
305
291
290
290
290
277
276
276
276
2800
2000000 2600
2400
2200
789
783
776
768
730
725
720
713
677
673
668
663
629
626
622
617
586
584
580
576
547
545
542
539
512
510
508
505
480
478
476
474
451
449
448
446
424
423
421
420
400
399
397
396
378
377
375
374
357
356
355
354
338
337
336
335
320
320
319
318
304
304
303
302
289
289
288
287
275
275
274
273
2000
1800
1600
1400
758
745
729
707
705
694
681
662
656
647
636
621
612
605
595
583
572
565
558
547
535
530
523
514
502
497
491
484
471
467
462
456
443
440
436
430
417
415
411
406
394
391
388
384
372
370
367
364
352
350
348
345
334
332
330
327
317
315
313
311
301
300
298
296
286
285
284
282
273
272
270
269
241
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
242
UNIT AXIAL STRESSES - SPACED COLUMNS, CONDITION "b" - l/d from 46 to 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 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
E
Fc*
46
48
50
52
54
56
58
60
62
64
66
68
3600
3400
3200
3000
2800
767
764
761
757
753
708
705
703
700
696
655
653
651
648
645
608
606
604
602
600
565
564
562
561
559
527
526
525
523
521
493
492
491
489
488
461
461
460
458
457
433
432
431
430
429
407
406
406
405
404
383
383
382
381
381
362
361
361
360
359
2600
2400
1900000 2200
2000
1800
748
742
735
726
714
692
687
681
674
664
642
638
633
627
619
597
593
589
584
578
556
553
550
546
540
519
517
514
510
506
486
484
481
478
474
456
454
452
449
446
428
426
425
422
419
403
401
400
398
395
380
378
377
375
373
1600
1400
1200
1000
699
680
653
613
652
636
614
581
609
596
577
550
569
558
543
520
533
524
511
491
500
492
481
465
469
463
453
439
441
436
428
416
416
411
404
394
392
388
382
373
3400
3200
3000
2800
2600
726
723
720
716
712
670
668
665
662
658
620
618
616
614
611
576
574
572
570
567
536
534
533
531
529
499
498
497
495
493
467
466
465
463
462
437
436
435
434
433
410
409
409
408
406
2400
2200
1800000 2000
1800
1600
707
700
692
682
669
654
649
642
634
624
607
603
597
590
582
564
561
556
551
543
526
523
519
514
508
491
489
485
481
476
460
458
455
451
447
431
429
427
424
420
1400
1200
1000
800
652
628
593
540
609
589
560
516
570
553
529
491
533
520
499
468
500
488
471
444
469
460
445
422
441
433
421
401
415
408
398
381
l/d
70
72
74
76
78
80
342
341
341
340
340
323
323
323
322
322
307
306
306
305
305
291
291
290
290
289
276
276
276
275
275
263
263
262
262
262
358
357
356
355
353
339
338
337
335
334
321
320
319
318
316
304
303
303
302
300
289
288
287
286
285
275
274
273
272
271
261
261
260
259
259
370
367
361
354
350
347
342
336
332
329
325
319
314
312
309
303
299
296
293
289
284
282
279
275
270
268
266
262
257
256
254
250
386
385
384
383
382
363
363
362
361
360
343
342
342
341
340
324
323
323
322
322
306
306
306
305
304
290
290
290
289
289
276
275
275
275
274
262
262
261
261
260
249
249
249
248
248
405
403
401
399
395
381
380
378
376
373
359
358
356
355
352
339
338
337
335
333
321
320
319
317
315
304
303
302
300
299
288
287
286
285
284
273
273
272
271
270
260
259
259
258
256
247
247
246
245
244
391
385
376
362
369
364
356
344
349
344
338
327
330
326
320
311
313
309
304
296
297
293
289
282
282
279
275
269
268
265
262
256
255
253
250
245
243
241
238
234
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
UNIT AXIAL STRESSES - SPACED COLUMNS, CONDITION "b" - l/d from 46 to 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 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
l/d
E
F c*
46
48
50
52
54
56
58
60
62
64
66
68
70
72
74
76
78
80
3200
3000
2800
2600
2400
686
683
680
676
671
633
631
628
625
621
586
584
582
579
576
544
542
540
538
535
506
504
503
501
499
472
470
469
467
465
441
440
439
437
436
413
412
411
410
408
387
387
386
385
383
364
364
363
362
361
343
342
342
341
340
324
323
322
322
321
306
305
305
304
303
289
289
289
288
287
274
274
273
273
272
260
260
260
259
259
247
247
247
246
246
235
235
235
234
234
2200
2000
1700000 1800
1600
1400
665
658
650
638
623
616
610
603
594
581
572
567
561
553
543
532
528
523
517
508
496
493
488
483
476
463
460
457
452
446
434
431
428
424
419
407
404
402
399
394
382
380
378
375
371
359
358
356
353
350
339
338
336
334
331
320
319
317
315
313
303
302
300
299
296
287
286
284
283
281
272
271
270
269
267
258
257
256
255
254
245
245
244
243
241
234
233
232
231
230
1200
1000
800
600
602
571
524
451
564
538
499
435
529
507
474
419
496
478
450
402
466
451
427
386
438
425
405
369
412
401
384
353
388
379
364
338
366
358
345
323
346
339
328
308
327
321
312
294
309
304
296
281
293
289
282
269
278
274
268
257
264
261
255
245
252
248
244
235
240
237
232
225
228
226
222
215
3200
3000
2800
2600
2400
648
645
642
639
635
598
596
593
590
587
553
551
549
547
544
513
512
510
508
506
477
476
474
473
471
445
444
443
441
439
416
415
414
413
411
389
388
388
387
385
365
365
364
363
362
343
343
342
341
340
323
323
322
322
321
305
305
304
303
303
288
288
287
287
286
273
272
272
271
271
258
258
258
257
257
245
245
245
244
244
233
233
232
232
232
222
221
221
221
221
2200
2000
1600000 1800
1600
1400
630
624
616
606
593
583
578
572
564
553
541
537
531
525
516
503
499
495
489
482
468
466
462
457
451
437
435
432
428
423
409
407
405
401
397
384
382
380
377
373
360
359
357
354
351
339
338
336
334
331
320
319
317
315
313
302
301
299
298
296
285
284
283
282
280
270
269
268
267
265
256
255
255
253
252
243
243
242
241
239
231
231
230
229
228
220
220
219
218
217
1200
1000
800
600
575
548
506
440
538
515
480
423
503
485
456
406
472
456
431
389
442
429
409
372
415
404
387
356
390
381
366
340
368
360
347
324
346
340
329
309
327
321
312
295
309
304
296
281
293
288
281
268
277
273
267
256
263
260
254
244
250
247
242
233
238
235
231
223
226
224
220
213
216
213
210
204
243
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
244
UNIT AXIAL STRESSES - SPACED COLUMNS, CONDITION "b" - l/d from 46 to 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 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
l/d
E
Fc*
46
48
50
52
54
56
58
60
62
64
66
68
70
72
74
76
78
80
3000
2800
2600
2400
2200
607
605
602
598
594
560
558
556
553
549
518
517
515
512
509
481
479
478
476
473
447
446
445
443
441
417
416
415
413
412
390
389
388
386
385
365
364
363
362
361
342
342
341
340
339
322
321
321
320
319
303
303
302
301
300
286
285
285
284
284
270
270
269
269
268
256
255
255
254
254
242
242
242
241
241
230
230
229
229
228
218
218
218
218
217
208
208
207
207
207
2000
1800
1500000 1600
1400
1200
589
582
574
562
547
545
540
533
523
510
506
501
496
488
477
470
467
462
455
446
438
435
431
426
418
409
407
403
399
392
383
381
378
374
369
359
357
355
351
347
337
336
334
331
327
318
316
314
312
308
299
298
296
294
291
283
282
280
278
276
267
266
265
263
261
253
252
251
250
248
240
239
238
237
235
228
227
226
225
223
217
216
215
214
213
206
206
205
204
203
1000
800
600
400
523
487
427
330
491
461
410
322
461
436
392
313
433
412
375
305
407
389
358
296
383
368
341
286
361
348
325
277
340
329
309
267
321
311
294
258
303
295
280
248
287
280
267
239
272
266
254
230
258
252
243
221
245
240
231
212
232
228
221
204
221
217
211
196
211
207
202
188
201
198
193
181
2800
2600
2400
2200
2000
567
564
561
558
553
523
521
518
515
512
484
482
480
478
474
449
447
446
444
441
417
416
415
413
411
389
388
387
385
384
364
363
362
360
359
341
340
339
338
336
320
319
318
317
316
300
300
299
298
297
283
282
282
281
280
267
266
266
265
264
252
252
251
251
250
239
238
238
237
237
226
226
225
225
224
215
214
214
214
213
204
204
203
203
203
194
194
193
193
193
1800
1400000 1600
1400
1200
548
540
531
517
507
501
493
482
471
466
459
450
438
434
428
421
408
405
400
394
381
378
374
369
357
354
351
346
335
333
330
326
314
313
310
307
296
294
292
289
279
278
276
273
263
262
261
258
249
248
247
245
236
235
234
232
224
223
222
220
212
212
211
209
202
201
200
199
192
192
191
190
1000
800
600
400
497
466
413
323
466
440
395
315
436
415
377
306
409
391
359
296
384
369
342
287
361
348
325
277
340
329
309
267
320
311
294
257
302
294
279
247
285
278
265
238
269
263
253
228
255
250
240
219
242
237
229
210
229
225
218
202
218
214
208
194
207
204
199
186
197
195
190
178
188
186
181
171
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
UNIT AXIAL STRESSES - SPACED COLUMNS, CONDITION "b" - l/d from 46 to 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 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
l/d
E
F c*
46
48
50
52
54
56
58
60
62
64
66
68
70
72
74
76
78
80
2800
2600
2400
2200
2000
528
526
524
521
517
487
486
483
481
478
451
449
447
445
443
418
417
415
414
411
389
388
386
385
383
362
361
360
359
358
338
338
337
336
334
317
316
315
315
313
297
297
296
295
294
279
279
278
278
277
263
263
262
262
261
248
248
247
247
246
234
234
234
233
233
222
222
221
221
220
210
210
210
209
209
200
199
199
199
198
190
189
189
189
188
180
180
180
180
179
1800
1600
1300000 1400
1200
1000
512
506
498
487
470
474
469
462
453
439
440
435
430
422
411
409
405
401
394
385
381
378
374
369
361
356
353
350
345
338
333
331
328
324
318
312
310
308
304
299
293
291
289
286
282
276
274
272
270
266
260
259
257
255
252
245
244
243
241
238
232
231
230
228
226
220
219
218
216
214
208
207
207
205
203
198
197
196
195
193
188
187
187
186
184
179
178
178
177
175
800
600
400
200
443
397
316
182
417
378
307
180
392
360
297
178
369
342
287
176
348
325
277
174
328
308
267
171
309
292
256
168
292
277
246
166
275
263
236
163
260
250
227
160
247
237
217
156
234
226
208
153
222
215
199
150
211
205
191
146
200
195
183
143
191
186
175
139
182
177
168
135
173
169
161
132
2600
2400
2200
2000
1800
488
486
483
480
476
450
448
446
443
440
416
415
413
411
408
386
385
383
381
379
359
358
357
355
353
335
334
333
331
330
313
312
311
310
308
293
292
291
290
289
274
274
273
272
271
258
257
257
256
255
243
242
242
241
241
229
229
228
228
227
216
216
216
215
215
205
205
204
204
203
194
194
193
193
193
184
184
184
183
183
175
175
175
174
174
166
166
166
166
165
1600
1200000 1400
1200
1000
471
464
455
441
436
431
423
411
405
400
394
384
376
372
367
359
351
347
343
336
328
325
321
315
307
304
301
296
287
285
283
278
270
268
266
262
254
253
250
247
240
238
236
234
226
225
223
221
214
213
211
209
202
202
200
199
192
191
190
188
182
182
181
179
173
173
172
171
165
164
164
162
419
380
307
180
393
360
297
178
369
342
287
176
346
324
276
173
326
306
266
171
306
290
255
168
289
275
244
165
272
260
234
162
257
247
224
159
243
234
214
155
229
222
205
152
217
211
196
148
206
200
187
145
196
191
179
141
186
181
171
137
177
173
164
133
169
165
157
130
161
158
151
126
800
600
400
200
245
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
246
UNIT AXIAL STRESSES - SPACED COLUMNS, CONDITION "b" - l/d from 46 to 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 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.
Total design load on column = cross-sectional area in square inches times Fc' value.
l/d
E
Fc*
46
48
50
52
54
56
58
60
62
64
66
68
70
72
74
76
78
80
1800
1600
1400
1200
1000
439
435
430
422
411
406
403
398
392
382
376
373
370
364
356
349
347
344
339
333
325
323
320
317
311
303
302
299
296
292
284
282
280
278
274
266
265
263
261
257
250
248
247
245
242
235
234
232
231
228
221
220
219
218
215
209
208
207
206
204
197
197
196
195
193
187
186
185
184
183
177
176
176
175
174
168
167
167
166
165
160
159
159
158
157
152
152
151
150
149
800
600
400
200
392
360
297
178
367
340
286
176
344
322
275
173
323
304
264
170
303
287
253
167
284
271
242
164
267
256
231
161
252
242
221
158
237
229
211
154
224
217
201
150
212
206
192
147
201
195
183
143
190
185
175
139
180
176
167
135
171
168
160
131
163
160
153
127
155
152
146
123
148
145
140
119
2000
1800
1600
1400
1200
405
402
399
394
388
373
371
369
365
360
346
344
341
338
334
321
319
317
315
311
298
297
295
293
290
278
277
276
274
271
260
259
258
256
254
243
242
241
240
238
228
228
227
225
224
215
214
213
212
211
202
202
201
200
199
191
190
190
189
188
180
180
179
178
178
170
170
170
169
168
162
161
161
160
159
153
153
153
152
151
146
145
145
145
144
139
138
138
138
137
1000
800
600
400
200
379
364
338
285
175
352
340
319
273
173
328
318
300
261
170
306
298
283
250
167
286
279
266
238
163
267
262
251
227
160
251
246
237
216
156
235
231
223
206
152
222
218
211
196
148
209
206
200
187
144
197
194
189
178
140
186
184
179
170
136
176
174
170
162
132
167
165
162
154
128
158
157
154
147
124
150
149
146
141
120
143
142
139
134
116
136
135
133
128
112
1600
1400
1200
1000
362
358
353
346
334
331
327
321
309
307
303
299
287
285
282
278
267
265
263
260
249
248
246
243
233
232
230
227
218
217
216
213
205
204
202
201
192
192
191
189
181
181
180
178
171
170
170
168
162
161
160
159
153
153
152
151
145
145
144
143
138
137
137
136
131
130
130
129
124
124
124
123
800
600
400
200
335
314
270
172
312
295
258
169
291
277
246
165
272
260
234
162
254
244
222
158
238
230
211
154
223
216
200
150
210
204
190
146
198
193
181
142
186
182
172
137
176
172
163
133
166
163
155
129
158
155
148
124
149
147
141
120
142
139
134
116
135
133
128
112
128
126
122
108
122
121
117
104
1100000
1000000
900000
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247
PLANK AND LAMINATED FLOORS AND ROOFS
General Design Information
Planks laid flat or pieces of dimension lumber set on edge and nailed to each other
provide economical floor and roof decks capable of supporting substantial loads. When used
as roof decks such construction has the added advantage of providing good insulation against
heat and cold.
Where planks are laid flat they should be tongued and grooved or grooved for spline.
Planks thicker than 4 inches nominal should have double tongues and grooves. Where end
joints occur between supports, end matching is recommended.
Nailing of Laminated Decks
Where laminated decks are used, nailing of the individual pieces to each other is an
important factor. Nails should be long enough to penetrate two laminations and approximately
one-half the thickness of the third. Nails should be driven near the upper and lower edges
and spaced approximately 18 inches on centers. To avdid splitting, nails in one lamination
should be staggered with those in the adjacent lamination.
Plank and laminated floor and roof decks should be supported on members of sufficient
size t o carry the design loads and should be securely nailed or otherwise fastened t o such
members. When used as a floor in a building with masonry walls it is good practice t o provide a
space of about one inch between the decking and masonry to allow for possible expansion of the
wood through accidental wetting. This space should be covered by moulding, or equivalent,
attached t o the masonry.
Net Sizes of Lumber
Lumber i s customarily specified in terms of nominal sizes. Computations used i n
design should be based on the net dimensions, or actual sizes.
Design Procedures
Plank and laminated floor and roof decks are usually designed to withstand uniform
loading. From the standpoint of bending strength, it is customary to design the decks using
the following flexure formula (see page 29 for notdtions)
From the standpoint of deflection, the arrangement of pieces has bearing on the stiffness of the deck and deflection formulas are adjusted to reflect this arrangement. Various
arrangements with appropriate deflection formulas are a s follows (see page 29 for notations):
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248
PLANK AND LAMINATED FLOORS AND ROOFS
Type I: Simple Span
Planks or laminations are arranged on a simple span with bearing on two
supports as shown in Figure 16. For this arrangement the following deflection formula
i s used:
When converted.
A=
4
22.5wL
E1
When the defl :tion limit is 1/240 or L/20.
L -_
20
4
22.5wL
E1
3
E1 = 45OwL
When the deflection limit is I 1 1 8 0 or L/15.
4
-L - - 22.5wL
15
E1
or,
E1 = 337.5wL
3
ll
n
n
r-
I
I
1
t
L
I
I
U
I
U
n,
I
I
! I
I
F i g u r e 16. Type I , S i m p l e Span D e c k i n g
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249
PLANK AND LAMINATED FLOORS AND ROOFS
Type II: Two-span Continuous
Planks or laminations are arranged to be continuous over two spans as illustrated in Figure 17. For this arrangement, the following deflection formula i s
appropriate.
A = - wc3
185EI
When converted,
9 .3 4 wL4
E1
When the deflection limit is 11240
-L=
20
or
L/20,
9.34wL4
E1
or,
E1 = 1 8 6 .8 wL3
When the deflection limit i s I l l 8 0 or L/15,
- L_ - 9.34wL4
15
E1
or,
Figure
E1 = 1 4 0 .1 wL3
1 7 . T y p e I I , Two-Span C o n t i n u o u s D e c k i n g
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250
PLANK AND LAMINATED FLOORS AND ROOFS
Type
111:
Combination of Simple and Two-Span Continuous
Except Cor alternate pieces in the end spans, all planks or laminations are
continuous over two spans. End joints are over intermediate supports and are staggered in adjacent lines on deck pieces as shown in Figure 18. For this arrangement, the
following formula may be used to calculate deflection:
A = - wP3
llOEI
When converted,
A =
4
15.71wL
E1
When the deflection limit is I1240 or L/20.
-L=
20
4
15.71wL
E1
E1 = 314.2wL
3
When the deflection limit is 1 /180 or L/15,
-L - - 15.71wL4
15
E1
or,
E1 = 235.6wL
ll
n
n
3
n
7
F i g u r e 1 8 . T y p e 1 1 1 , C o m b i n a t i o n S i m p l e a n d Two-Span C o n t i n u o u s
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PLANK AND LAMINATED FLOORS AND ROOFS
Type IV: Random Length
In this arrangement, random-length pieces may be used provided (a), end joints
in adjacent planks or laminations are at least 12 inches apart and (b), each plank or
lamination rests on at least one support. F o r this arrangement which is illustrated
in Figure 19, the following formula may be used:
When converted,
When the deflection limit is 1/240 or L/20,
or.
E1 = 345.6wL 3
When the deflection limit is I /180 or L/15,
E1 = 259.2wL3
5
I
I
I
I
I
I
I
I
I
I
I
I
I
F i g u r e 19. Type I V . Random Length Decking
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252
PLANK AND LAMINATED FLOORS AND ROOFS
Use of Tabular Data
The tabular data are presented in simplified form for those spans and loads most
frequently encountered. The design load per square foot, w, is calculated on the basis of M =
wL2/8 which, as previously indicated, is appropriate for any of the four types of plank or
lamination arrangement. For values of F b intermediate to those listed, the design load per square
foot, w, may be determined by direct interpolation.
The minimum required modulus of elasticity design value, E, if deflection under load w is
limited t o P /240, is calculated for Types I11 and 1V arrangements of planks. For other
arrangements of planks or laminations, the required E value for P/240 may be determined by
direct interpolation using the appropriate constants listed for Types I or I1 arrangements. For a
deflection limit of P/lSO, the tabulated E value may be multiplied by 0.75.
The design load per square foot, w, includes the weight of the deck. This weight should be
subtracted from the tabulated load w t o determine the load which may be applied t o the floor or
roof.
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253
1
PLANK AND LAMINATED FLOORS AND ROOFS-SAFE UNIFORM LOADS-TYPE Ill
See instructions for use of table on page 228.
Symbols used in the table are as follows:
= Unit design stress at extreme fiber in bending, psi
Fb
W
=
Load per square foot of deck, pounds
E
=
Minimum required modulus o f elasticity, 1000 psi, if deflection under load w is
limited to V/240, where E = 314.2 wL3/1 when A = P/240
Deck tt knesses are expressed as nominal but calculations are based on dressed sizes (see pages 25-27).
I
Thickness
Fb
1200
-
900
2"
3"
2"
3"
2"
3"
4"
I"
4"
3"
4"
13'- 0 '
15'-
0'
w
E
w
E
w
E
w
E
w
E
Y
E
w
E
w
E
Y
E
w
E
w
4"
Y
4"
E
E
w
E
w
E
6"
w
3"
w
4"
6"
14- 0 ,
E
3"
3"
12'. 0 '
w
4"
6"
E
E
w
E
E
"
E
w
E
4"
w
6''
w
E
E
75
1506
208
904
55
1755
153
1055
42
2000
117
1205
230
863
92
1349
182
972
75
1508
147
1077
62
1660
122
1190
52
1807
102
1292
252
822
44
1944
87
1401
215
892
75
1508
185
959
65
1608
161
1026
1003
1112
1946
170
1173
2169
188
1297
16'- 0 '
t
I
17'-0'
18'- 0 ,
w
6"
w
E
8"
w
6"
8"
6"
8"
E
E
w
E
w
E
w
E
w
E
1300
73
2329
204
1407
56
2667
156
1606
306
1148
I
._
123
1803
24 2
1293
100
2011
196
1436
83
2222
163
1580
-
+=
18;;
135
2016
2034
149
-
2224
!
1500
~
79
2520
220
1518
61
2905
169
1740
330
1238
__ __
201
1400
100
108
2170
2009
100
278
1303
1208
-
~
~
133
1950
261
1394
108
2172
211
1546
90
2382
175
1707
239
255
383
144
283
303
117
125
107
238
263
T
1669
p
T
1850
..
~
3048
136
2190
335
1390
3269
14 5
2335
358
1485
2172
266
1378
117
2353
289
1497
126
2534
308
1596
94
2325
232
1478
102
2523
252
1605
109
2696
269
1714
179
83
2491
204
1578
355
1198
181
1679
314
1271
90
2701
221
1709
384
1296
196
1818
340
1376
96
2887
236
1825
411
1387
209
1919
364
1474
161
1773
281
1351
175
1927
303
1456
187
2059
325
1562
198
77
2311
189
1462
329
1110
167
1549
291
1178
112
1233
194
932
149
1641
260
1250
I
239
1149
~
~
110
98
1126
271
1869
75
3572
207
2131
407
1527
3509
306
2111
84
4000
234
2409
459
1722
- -
~
123
3924
341
2352
94
4476
261
2687
511
1917
__ __ 164
2404
322
1720
133
2675
261
1913
-
92
3197
181
2292
447
1459
~
185
2712
363
1939
150
3017
294
2154
124
3319
243
2370
~
206
1020
404
2158
167
3358
327
2396
138
3694
270
2634
__ __ __
104
3614
204
2583
504
1645
116
4031
227
2875
561
I831
89
3932
174
2801
429
1780
99
4374
194
3121
478
1983
150
3016
370
1917
167
3358
412
2135
__ - 79
3490
154
2479
381
1580
~
~
~
58
1741
142
1098
246
830
126
1169
218
882
216
1038
__
108
87
2152
215
1370
167
3355
464
2016
~
64
2828
125
2013
309
1282
-
1.50
3013
417
1811
2944
215
2097
59
2607
116
1868
286
1186
100
2011
247
1280
2000
133
2672
369
1603
110
75
2606
147
1862
363
1185
~
1800
-_
-96
1600
-
70
2433
136
1722
336
1096
~
4"
~
133
2674
328
1699
-
~
~
~
130
3215
323
2058
116
2869
286
1822
~
~
102
3062
251
1941
437
1474
223
2069
387
1567
~
~
- -
128
3842
315
2436
549
1852
279
2588
486
1967
- ~
199
2191
345
1658
115
3452
283
2188
493
1663
251
2328
436
1765
145
3586
159
2288
224
2467
390
1874
__
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249
2741
434
2086
254
r
PLANK AND LAMINATED FLOORS AND ROOFS-SAFE UNIFORM LOADS-TYPE IV
See instructions for use of table on page 228.
Symbols used in the table are as follows:
=
Unit design stress at extreme fiber in bending, psi
Fh
W
=
Load per square foot of deck, pounds
=
E
Minimum required modulus of elasticity, 1000 psi, if deflection under load w is
limited t o !2/240, where E = 345.6 wL3/I when A = Q/240
-
Deck thicknesses are expressed as nominal but calculations are based on dressed sizes (see pages 25-27).
I
I
Span
I
I
Thickness
z
+
1103
1221
-
-
1100.
_
1200
100
2210
278
1329
1400
1500
1600
1800
167
3691
464
2218
108
2387
300
1433
-
-
71
2562
204
1548
123
4316
341
2587
79
2772
220
1670
- __
56
2934
156
1767
306
1263
61
1196
169
1914
310
1362
123
1983
242
1422
113
2145
261
1513
94
4924
261
2956
511
2109
-
- __
1838
~
163
__
~
81
2444
162
1738
__
~
124
1503
1
137
1659
118
4061
270
2897
116
4434
227
3163
561
2014
-
- -
-
-
-
64
1111
125
2214
109
1410
100
2212
24 7
1408
108
2389
266
1516
-
174
-
90
2620
175
1878
59
2868
116
2055
286
1305
87
2373
215
1510
157
167
1694
127
2616
1206
__
336
227
-
108
2389
211
1701
75
2867
147
2048
363
1304
70
2676
116
1894
205
206
3122
404
2374
-
100
2212
196
1580
-
~
167
1694
412
2349
145
3955
359
2517
95
2571
213
1636
77
2542
189
1608
329
1221
-
83
2740
204
1736
355
1318
_.
167
1704
291
1296
-
181
1847
314
1398
-
-
-
149
1805
260
1375
99
4811
194
3415
478
2181
161
1950
281
1486
128
4226
115
2680
549
2037
340
175
364
416
279
2847
486
2164
249
3015
434
2295
-
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Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
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262
REFERENCES
1.
National Design Specification for Wood Construction; National Forest Products Association,
2.
Span Tables for Joists and Rafters; National Forest Products Association, Washington, D.C.
3.
Washington, D.C.
The All- Weather Wood Foundation System: Basic Requirements, Technical Report No. 7;
National Forest Products Association, Washington, D.C.
4.
All- Weather Wood Foundation System: Design, Fabrication, Installation Manual; National
5.
Wood Construction Data Series; National Forest Products Association, Washington, D.C.
6.
Construction Cost Saver Series; National Forest Products Association, Washington, D.C.
7.
Distribution and Fabrication Facilities for Wood Products and Systems; National Forest
8.
Lumber and Wood Products Literature; National Forest Products Association, Washington,
9.
Wood Handbook: Wood as an Engineering Material; Agriculture Handbook No. 72; Forest
Products Laboratory, U.S. Department of Agriculture, Madison, Wisconsin*
Forest Products Association, Washington, D.C.
Products Association, Washington, D.C.
D.C.
IO. Timber Construction Manual; American Institute o f Timber Construction, Englewood,
Colorado
1 1.
Western Woods Use Book; Western Wood Products Association, Portland, Oregon
12. Timber Design Manual; Laminated Timber Institute of Canada, Ottawa, Canada
13. Timber Design and Construction Handbook; Timber Engineering Company, Washington,
D.C.
14. Wood Engineering; b y G. Gurfinkel; Southern Forest Products Association, New Orleans,
Louisiana
IS. Wood Technology in the Design of Structures; by R. J . Hoyle, Jr.; Mountain Press
Publishing Company, Missoula, Montana
16. Wood Structures: A Design Guide and Commentary; American Society o f Civil Engineers,
New York, New York
17. Simplified Design of Structural Timber; by H. Parker; John Wiley and Sons, New York, New
York
18. The Wood Book; Wood Products Publications, Tacoma, Washington
19. Wood Frame House Construction; Agriculture Handbook No. 73; Forest Products
Laboratory, U.S. Department of Agriculture, Madison, Wisconsin*
20. Design Specifications for Light Metal-Plate Connected Wood Trusses; Truss Plate Institute,
Hyattsville, Maryland
21. TECO Design Manual for Timber Connector Construction; Timber Engineering Company,
Washington, D.C.
22. Plywood Design Specification and Supplement; American Plywood Association, Tacoma,
Washington
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263
23. Standard Specifications for Highway Bridges; American Association of State Highway and
Transportation Officials, Washington, D.C.
24. Construction and Maintenance Manual, Part 7; American Railway Engineering Association,
Chicago, Illinois
25. Glulam Bridge S y s t e m : Plans and Details; American Institute of Timber Construction,
Englewood, Colorado
26. Pole Building Design; American Wood Preservers Institute, McLean, Virginia
27. Pile Foundations Know-How; American Wood Preservers Institute, McLean, Virginia
28. Product Use Manual, Catalogue A ; Western Wood Products AFsociation, Portland, Oregon
29. Southern Pine Use Guide; Southern Forest Products Association, New Orleans, Louisiana
30. Plywood Construction Guide; American Plywood Association, Tacoma, Washington
31. Grading Rules for Lumber; issued by industry agencies established t o promulgate rules and
maintain lumber grading and inspection services
32. Timber Construction Standards; American Institute of Timber Construction, Englewood,
Colorado
33. Standard for Heavy Timber Decking; American Institute of Timber Construction,
Englewood, Colorado
34. Standard for Two-Inch Nominal Thickness Lumber Roof Decking for Structural Applications; American Institute of Timber Construction, Englewood, Colorado
35. Manual o f Recommended Practices for Wood Preservation; American Wood Preservem
Association, Washington, D.C.
36. American Softwood Lumber Standard, Voluntary Product Standard PS 20-70; National
Bureau of Standards, U.S. Department of Commerce*
37. Structural Glued Laminated Timber, Voluntary Product Standard PS 56; Nationel Bureau of
Standards, U.S. Department of Commerce*
38. Construction and Industrial Plywood, Voluntary Product Standard PS 1; National Bureau of
Standards, U.S. Department of Commerce*
39. Methods for Establishing Structural Grades and Related Allowable Properties f o r Visually
Graded Lumber, ASTM D-245; American Society for Testing and Materials, Philadelphia,
Pennsylvania
40. Methods for Establishing Clear-Wood Strength Values, ASTM D 2 5 5 5 ; American Society for
Testing and Materials, Philadelphia, Pennsylvania
41. Basic Building Code; Building Officials and Code Administrators International, Chicago,
Illinois
42. National Building Code; American Insurance Association, New York, New York
43. Standard Building Code; Southern Building Code Congress International, Birmingham,
Alabama
44. Uniform Building Code; International Conference of Building Officials, Los Angeles,
California
45. One and Two Family Dwelling Code; by the model code agencies, see items 4144, above.
‘Available from U.S.
Government Rinting Office, Washington, D.C.
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264
DECIMAL EQUIVALENTS
INCHES TO DECIMAL OF A FOOT
L
0.0104
0.0156
5/16
318
7/16
112
0.0260
0.0313
0.0365
0.0417
9/16
0.0459
518
11/16
314
I
4-118
4-3/16
4-5/16
4-318
4-7/16
4-112
I
4-9/16
0.0521
4-518
DECIMAL OF AN INCH
INCH
FOOT
8-1/16
8-118
0.6719
0.6771
0.6823
0.6875
0.015625
0.03125
0.046875
0.0625
8-5/16
8-3/8
8-7/16
0.6927
0.6979
0.7031
0.7083
0.078125
0.09375
0.109375
0.3802
0.3854
0.3906
0.3958
8-9/16
0.7135
0.7188
0.7240
0.7292
9/64
5/32
11/64
0.140625
0.15625
0.171875
0.1875
13/64
7/32
15/64
0.203125
0.21875
0.234375
19/64
0.28125
0.296875
11/32
23/64
0.34375
0.359375
0.3438
0.3490
0.3594
0.3646
0.3698
0.3750
8-3/16
8-114
8-112
8-518
0.0573
0.0625
4-11/16
4-314
0.0677
0.0729
0.0781
0.0833
4-13/16
4-718
4-15/16
0.4010
0.4063
0.4115
0.4167
8- 1 3 / 16
8-718
8-15/16
9-
0.7344
0.7396
0.7448
0.7500
5-1/16
1-3/16
1-114
0.0885
0.0938
0.0990
0.1042
5-3/16
5-114
0.4219
0.4271
0.4323
0.4375
9-1/16
9-118
9-3/16
9-114
0.7552
0.7604
0.7656
0.7708
1-5/16
1-318
1-7/16
0.1094
0.1146
0.1198
5-5/16
5-318
5-7/16
5-112
0.4427
0.4479
0.4531
0.4583
9-5/16
9-318
9-7/16
9-112
0.7760
0.7813
0.7865
0.7917
1-9/16
1.518
1-11/16
1-314
0.1302
0.1354
0.1406
5-9/16
0.4635
0.4688
0.4740
9-9/16
9-518
9-11/16
9-314
0.7969
0.8021
0.8073
0.1563
0.1615
0.1667
5-718
5-15/16
0.4896
0.4948
0.5000
9-13/16
9-718
9-15/16
10-
0.8177
0.8229
2.118
6-118
6-3/16
6-114
0.5104
0.5156
0.5208
10-1116
2-3/16
2-114
0.1771
0.1823
0.1875
10.118
0.8385
0.8438
0.8490
0.8542
2-5/16
2-318
2-7/16
0.1927
0.1979
0.2031
6-5/16
6-318
6-7/16
0.5260
0.5313
0.5365
10-5116
10-318
10-7/16
0.8594
0.8646
0.8698
0.8750
0.2188
0.2240
0.2292
6-518
6-11/16
6-314
0.5521
0.5573
0.5625
10-9116
10-518
10-11/16
10-314
2-13/16
2-718
2-15/16
3-
0.2344
0.2396
0.2448
6-13/16
6-718
6-15/16
0.5677
0.5729
0.5781
10-13/16
10-718
10-15116
0.9010
0.9063
0.9115
0.9167
3-1/16
3-118
3-3/16
3-114
0.2552
7-1/16
7-118
7-3/16
7-114
0.5885
11-1/16
11.118
11-3/16
0.9219
0.9271
0.9323
0.9375
7-112
0.6094
0.6146
0.6198
0.6250
11-5/16
11-318
11-7/16
11-112
0.9427
0.9479
0.9531
0.9583
7-9/16
7-518
7-11/16
7-314
0.6302
0.6354
0.6406
0.6458
11-9/16
11-518
11-11/16
11-314
0.9635
0.9688
0.9740
0.9792
0.6510
Ln. . .6. .5 6 3
0.6615
0.6667
11-13/16
11-718
11-15/16
12-
0.9844
0.9896
0.9948
1.0000
1-
13/16
718
15/16
1-1/16
1-118
1-112
1-13/16
1-718
1-15/16
2-
2-1/16
2-112
2-9/16
2-518
2-11/16
2.314
5-
5-118
0.1250
0.2604
0.2656
0.2708
3-318
3-7/16
3-112
0.2760
0.2813
0.2865
0.2917
3-518
3-11/16
3-314
0.2969
0.3021
n.3073
0.3125
3-718
3-15/16
0.3177
0.3229
0.3281
0.3333
1
5-518
5-11/16
I
1
I
I
7-5/16
7-318
7-7/16
7. - l l / l..
h
7-718
;:15/16
I
1
I
I
0.5938
0.5990
0.6042
8-11/16
8-314
0.8125
11-
11-114
DECIMAL
0.125
25/64
13/32
27/64
7/16
0.250
1
0.390625
0.40625
0.421875
0.4375
0.8281
0.8333
10-3116
10-114
10-1/2
FRACTION
-
37/64
19/32
39/64
518
0.578125
0.59375
0.609375
0.625
61/64
31/32
63/64
0.953125
0.96875
0.984375
0.8802
0.8854
0.8906
0.8958
1.000
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07-07 0.5M