wood structural design data...wood structural design data 1992 revisions a manual for architects,...
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WOOD STRUCTURALDESIGN DATA
1992 REVISIONS
A Manual for Architects, Builders, Engineers
and Others Concerned with Wood Construction
1986 Edition
The following pages replace the identically numbered pages from the National ForestProducts Association’s manual for Wood Structural Design Data, 1986 Edition. Theserevisions result from recent changes to the National Design Specification® for WoodConstruction.
PROPERTIES OF STRUCTURAL LUMBER Average specific gravity and average weight in pounds per cubic foot for commercially im
SPECIES
Aspen Balsam Fir Beech-Birch-Hickory Coast Sitka Spruce Cottonwood Douglas Fir-Larch Douglas Fir-Larch ( N o h ) Douglas Fir-South
Eastern Hemlock Eastern Hemlock-Tamarack Eastern Hemlock-Tamarack (North) Eastern Softwoods Eastern SPNCC Eastern White Pine Engelmann Spruce-Lodgepole Pine' (MSR 1650f and higher grades) Engelmann Spruce-Lodgepole Pine' (MSR l5OOf and lower grades)
Hem-Fir Hem-Fir ( N o h ) Mixed Maple Mixed Oak Mixed Southern Pine Mountain Hemlock Noahern Pine Northern Red Oak Northern Species Noahern White Cedar
Ponderosa Pine Red Maple Red Oak Red Pine Redwood, close grain Redwood, open grain Sitka Spruce Southern Pine Spruce-Pine-Fir Spruce-Pine-Fir (South)
~
Western Cedars Western Cedars (Noh) Western Hemlock Western Hemlock ( N o h ) Western White Pine Western Woods White Oak Yellow Poplar
1. Specific gravity based on weight and volume when oven dry. 2. Weight per cubic foot is based on weight and volume at a moisture content of 15 percent.
tad species 0: species combinations.
SPECIFIC' GRAVITY
0.39 0.36 0.71 0.39 0.41 0.50 0.49 0.46
0.41 0.41 0.47 0.36 0.41 0.36 0.46
0.38
0.43 0.46 0.55 0.68 0.5 1 0.47 0.42 0.68 0.35 0.31
0.43 0.58 0.67 0.44 0.44 0.37 0.43 0.55 0.42 0.36
0.36 0.35 0.47 0.46 0.40 0.36 0.73 0.43
WEIGHT PER CUBIC FOOT'
26.6 24.6 46.5 26.6 27.9 33.6 33.0 31.1
27.9 27.9 31.7 24.6 27.9 24.6 31.1
25.9
29.2 31.1 36.7 44.7 34.2 31.7 28.5 44.7 24.0 21.4
29.2 38.6 44.1 29.8 29.8 25.3 29.2 36.7 28.5 24.6
24.6 24.0 31.7 31.1 27.2 24.6 41.7 29.2
3. Applies only to Engelmann Spruce-Lodgepole Pine machine stress rated (MSR) structural lumber.
PROPERTIES OF STRUCTURAL LUMBER
grouping. The other standard is ASTM Designation D-245, "Methods for Establishing Structural Grades for Visually Graded Lumber" which sets forth reduction factors to be applied to the clear wood values and provides procedures for determining strength ratios, based on knots and other characteristics, which, when applied to the adjusted clear wood values, results in working stresses for the various commercial grades of any species. This standard also provides adjustments for degree of density and for condition of seasoning.
A third standard is ASTM D-1990, "Standard Practice for Establishing Allowable Properties for Visually Graded Dimension Lumber from In-Grade Tests of Full-Size Specimens, " which outlines criteria to properly analyze data from In-Grade tests. ASTM D-1990 applies directly to dimension lumber in sizes from 2x2 to 4x16.
Lumber Grading Rules
Lumber grading rules are, in effect, specifications of quality in that the maximum knots, slope of grain and other strength reducing characteristics are described in sufficient detail so that the procedures of ASTM Designation D-245 can be applied and working stresses assigned to the specified quality. It is common practice to give each grade a commercial designation such as No. 1, etc. This means that the purchaser orders the commercial grade which qualifies for the design values used in design.
Machine Graded Lumber
While most structural lumber has design values assigned on the basis of visual grading to meet a minimum quality specification, there is a growing trend toward the non-destructive testing of lumber by machine. In this method a piece of lumber is passed flat-wise through a series of loading rollers and the stiffness, or modulus of elasticity, is automatically recorded. Through correlation with previously established test data, bending strength and other strength properties are assigned to each piece tested. At present, machine grading is supplemented by visual grading particularly in the assignment of horizontal or longitudinal shear values.
National Design Specification
The principal reference for the working stresses for commercial grades of structural lumber is the National Design Specification@ for Wood Construction (NDS@) available from the National Forest Products Association, Washington, D.C. The design value information in this specification is taken from the published rules written by the various grading rules writing agencies. When these values are used, each piece of lumber is required to be identified by the grade mark of a lumber grading or inspection agency recognized as being competent.
The NDS provides for design of single member uses of lumber and other structural timbers, and also for repetitive member uses of lumber where load sharing is known to exist between repetitive framing members, which are spaced not more than 24 inches, are not less than 3 in number and are jointed by floor, roof or other loaddistributing elements adequate to support the design load. For repetitive member uses, the design values in bending are higher than those for single member uses, as provided in the NDS.
13
0.6 0.5 1 0.4
a 0.3 d 0.2 0.1
PROPERTIES OF STRUCTURAL LUMBER
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Adjustments of Design Values for Duration of Loading
Normal Duration of Loading:
The design values listed in the National Design Specification and most other wood engineering references are for normal duration of loading. Normal load duration contemplates fully stressing a member to the tabulated normal duration design value by the application of the full maximum normal design load for a duration of approximately ten years (either continuously or cumulatively) andlor the application of 90 percent of this full maximum normal load continuously throughout the remainder of the life of the structure, without encroaching on the factor of safety. See Figure 6.
Figure 6. Adjustment of Working Stresses For Various Durations of Load.*
+Derived from the Forest Products Laboratory Report No. R1916
~~
PROPERTIES OF STRUCTURAL LUMBER
Adjustments for Other Durations of Loading:
Since tests have shown that wood has the property of carrying substantially greater maximum loads for short durations than for long durations of loading, the design values for normal loading, except modulus of elasticity and compression perpendicular-to-grain, are adjusted as follows for other durations of loads:
When a member is fully stressed to the design value by application of the full maximum load permanently, or for a total of more than 10 hears either continuously or for cumulative periods of full maximum load, use 90 percent of the design value given for normal loading conditions.
Likewise, when the duration of the full maximum load does not exceed the following durations, adjust the design values for normal loading durations, except modulus of elasticity and compression perpendicular-to-grain, to a new stress level by increasing them:
15 percent for two months duration, as for snow,
25 percent for seven days duration, I 60 percent for 10 minutes duration, as for wind or earthquake,
100 percent for impact.
Design values for normal loading conditions may thus be used without regard for impact if the stress induced by impact does not exceed the design value for normal loading.
The impact load duration increase factor does not apply when the member has been pressure-treated with water-borne preservatives to the heavy retentions required for "marine" exposure, nor when the member has been pressure-treated with fire retardant chemicals.
Combinations of Loads of Different Durations
The preceding adjustments are not cumulative in the sense that the required size of a member cannot be determined for a load of particular duration without consideration of the total load resulting from that load together with the other loads of longer durations when applied simultaneously. In cases where combinations of loads of different durations are applied simultaneously, the size of member is usually determined for the total of all loads applied simultaneously and the adjusted design values for that load which has the shortest duration in the combination of loads. However, in some instances, this procedure may cause the member to be overstressed by loads of longer duration. To insure that the overstress will not occur the following procedure
15
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 Load Duration of Loads Being Considered Factor
Permanent . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.90 Normal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.00 Two Months . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.15 Seven Days . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.25 Wind or Earthquake . . . . . . . . . . . . . . . . . . . . . . . 1.60 Impact . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2.00
3. The largest value thus obtained indicates which is the critical combination and the loading to be used in determining the structural element.
Connect ions
The impact load duration factor shall not apply to connections. Connection design values shall be adjusted by applicable load duration factors which are less than or equal to 1.6, except when the load capacity of the connection is controlled by strength of the metal fastener.
29
WOOD BEAMS
Notations
Except where otherwise noted, the following symbols are used in the formulas for beams:
= area of cross section, in 2
= breadth of rectangular bending member, inches = load duration factor = size factor for sawn lumber = flat use factor for dimension lumber = beam stability factor = volume factor for structural glued laminated timber = coefficient of variation in modulus of elasticity = distance from neutral axis to extreme fiber, inches = depth of bending member, inches = depth of member remaining at a notch, inches = tabulated and allowable modulus of elasticity, psi = tabulated and allowable bending design value, psi = critical buckling design value for bending members, psi = actual bending stress, psi = tabulated and allowable compression design value parallel to grain, psi = critical buckling design value for compression members, psi = actual compression stress parallel to grain, psi
F c l , F c l * = tabulated and allowable compression design value perpendicular to grain, psi F,,F,' = tabulated and allowable tension design value parallel to grain, psi fi = actual tension stress parallel to grain, psi Fv,Fv' = tabulated and allowable shear design value parallel to grain (horimntal shear), psi f" = actual shear stress parallel to grain, psi I = moment of inertia, in4 KbE = Euler buckling coefficient for beams L = span length of bending member, feet e = span length of bending member, inches 0, = effective span length of bending member, inches e , = laterally unsupported span length of bending member, inches M = maximum bending moment, inch-pounds P = total concentrated load or total axial load, lbs PIA = axial load per unit of cross-sectional area, psi psi = pounds per square inch Q = statical moment of an area about the neutral axis, in3 RB = slenderness ratio of bending member S = section modulus, in3 V = shear force, lbs W W
X
A
= total uniform load, pounds = uniform load in pounds per unit of length = distance from beam support face to load, inches = deflection due to load, inches
Beam Diagrams and Formulas
Pages 41 through 57 provide a series of shear and moment diagrams with accompanying formulas for beams under various conditions of static loading.
WOOD BEAMS
To determine the beam size required for a given span and load this equation may be written as follows:
To determine the allowable span for a given size of beam and load per linear foot, the equation takes the following form:
To determine the allowable load per linear foot for a given span and size of beam, the equation may be written as follows:
The preceding equations apply only to the condition illustrated in Figure 7. For other conditions of loading, the formula for the induced bending moment will be changed as indicated in the series of diagrams and formulas on pages 41 through 57. However, for rectangular sections, the formula for resisting moment remains the same.
Lateral Stability of Beams
Beams which are relatively deep in comparison to width may be unstable under the application of loads. Such instability is due to the tendency of the compression edge of the beam to buckle causing the beam to deflect laterally. The following general rules may be applied in providing lateral restraint for sawn lumber bending members. If the ratio of depth to breadth, d/b, based on nominal dimensions is:
(a) 2 to 1; no lateral support shall be required.
(b) 3 to 1 or 4 to 1; the ends shall be held in position, as by full depth solid blocking, bridging, hangers, nailing or bolting to other framing members, or other acceptable means.
(c) 5 to 1; one edge shall be held in line for its entire length.
(d) 6 to 1; bridging, full depth solid blocking or cross bracing shall be installed at intervals not exceeding 8 feet unless both edges are held in line or unless the compression edge of the member is supported throughout its length to prevent lateral displacement, as by adequate sheathing or subflooring, and the ends at points of bearing have lateral support to prevent rotation.
(e) 7 to 1; both edges shall be held in line for their entire length.
32
WOOD BEAMS
A more precise method of beam design which accounts for lateral stability is given below. The slenderness ratio for a bending member shall be calculated by the following formula:
The slenderness ratio, R,, for bending members shall not exceed 50.
The effective span length, 4,. for single span or cantilever bending members shall be determined as follows:
CONDITION -U- t / d < 7 -U- t I d r 7
Cantilever uniformly distributed load P, = 1.33P, P, = 0.90Pu + 3d
concentrated load at unsupported end P, = 1.87Pu P, = 1.44PU + 3d
Single Span Beam uniformly distributed load P, = 2.069, 4, = 1.639, + 3d
concentrated load at center with no intermediate lateral support
P, = 1.80P, P, = 1.374, + 3d
equal end moments P, = 1.84P,, P, = 1.841,,
The NDS outlines additional load and support conditions for determining the effective length, P,, for bending For single span or cantilever bending members with loading conditions not specified above, a members.
conservative value is:
0, = 2.06Pu 0, = 1.639, + 3d Pe = 1.844,
when !,Id < 7 when 7 S P,/d S 14.3 when P,/d > 14.3
The tabulated bending design value, Fb, shall be multiplied by all applicable adjustment factors to determine the allowable bending design value, Fb’. The beam stability factor, C,, shall be calculated as follows:
in which Fb* = tabulated bending design value multiplied by all applicable adjustment factors except C,, C, (see
NDS section 2.3), and C, FbE = KbEE’/RB* KbE = 0.438 for visually graded lumber and MEL KbE = 0.609 for products with COVE 0.11 (see NDS Appendix F.2)
When the compression edge of a bending member is supported throughout its length to prevent lateral displacement, and the ends at points of bearing have lateral support to prevent rotation, C, = 1.0.
The resisting moment of a slender beam is calculated as M = Fb’S (see page 30) but shall not exceed the full design value, FbS, including the duration of load modification (p. 13) and size factor modification (p. 33).
WOOD BEAMS
P -
Design for Bending and Axial Loading Combined
w = WL - P
Loading conditions on a beam, or other member, are sometimes of a nature which induces bending and axial tension or compression in the member at the same time. When this condition is expected to exist, the member must be designed to resist the combined forces without exceeding the allowable unit stresses.
Bending and Axial Tension
P
Figure 8. Bending and Axial Tension Combined
From Figure 8, the induced tension stress fl = PIA and the induced unit bending stress f,, = MIS. The member is in equilibrium when:
in which Fb* Fb**
= tabulated bending design value multiplied by all applicable adjustment factors except C, = tabulated bending design value multiplied by all applicable adjustment factors except C,
W/2
Figure 9. Bending and Axial Compression Combined
From Figure 9, the induced unit compression stress f, = PIA and the induced unit bending stress fb = M I S . This member is in equilibrium when:
fbl, Fbl’ and FcEl and the appropriate application of the above equation are as defined on page 200.
WOOD BEAMS
Wood Beams - Load Tables
The tables for beam loads are based on'solid wood beams of rectangular cross section, surfaced 4 sides to standard dressed dimensions, as given on pages 25 and 26. The compression edge is supported throughout the beam length to prevent lateral displacement and lateral support is provided at each end at points of bearing to prevent rotation. Beams are single span and are loaded uniformly for their entire lengths. The data are presented with span lengths in feet for the various sizes of beams with load capacities based on a range of bending stress, Fb values. Data provided for each span and nominal size of beam are as follows:
W w F,
E
= total load in pounds, uniformly distributed, based on Fb = load per linear foot of span, W L = minimum horizontal shear design value, psi, required to resist the horizontal shear stress induced by
= required modulus of elasticity design value, psi, if deflection under load W is limited to P/360 load W
Use of Tables
To use the tables, secure from appropriate reference (see page 28), the bending design value, Fbr appropriately adjusted for duration of load, service condition, size factor or other applicable modification factors, and refer tot he span length involved. If the total load W is known read down the column under the appropriate Fb heading to find a matching design load W and then red across the page to see the required beam size. If the beam size is known read across the page to the column under the appropriate Fb heading to find the design load W.
Before selecting a size of beam it is advisable to check the board measure, bm, in several sizes which qualify in order to find the one which had the least amount of lumber and thus is the most efficient.
After determining he required beam size, or design load, W, in the manner just described, it is necessary to check the horizontal shear, F,, and the modulus of elasticity, E, to make sure that the induced or required values do not exceed the respective values allowed for the species and grade of lumber to be used.
It is good practice to consult the local lumber supplier(s) before finalizing a beam design, to determine what sizes, species and grades are on hand or can be readily secured.
Use of the tables is illustrated in the two examples which follow.
Example 1. Assume a span of 14'- 0" for a species and grade of lumber having a fiber bending stress, Fb, value of 1400 psi to carry a total load of 8000 pounds. The problem is to determine the size of beam required.
Turn to the page on which the 14'- 0" span is listed and, under the column headed 1400, read down until the total load of 8000 pounds is reached. Then read to the left to note the size of beam required. In this case, the required size is a nominal 6 by 12 member having a total load capacity, W, of 8082 pounds or a load per foot, w, of 577 pounds.
200
WOOD COLUMNS
Notations
Except where otherwise noted, the following symbols are used in the formulas for columns and other compression members:
A
cD .
? d
dl ,d2
E,E' Fb &' Fbl' FbE fb fb 1 Fc,Fc' FCE
fC
Kx
* 1 3 2 *3
FcEl
KcE
P P,/d
psi
2 area of cross section, in load duration factor wet service factor temperature factor least dimension of rectangular compression member, inches cross-sectional dimensions of rectangular compression member in planes of lateral support, inches tabulated and allowable modulus of elasticity, psi tabulated and allowable bending design value, psi allowable edgewise bending design value, psi critical buckling design value for bending members, psi actual bending stress, psi actual edgewise bending stress, psi tabulated and allowable compression design value parallel to grain, psi critical buckling design value for compression hembers, psi critical buckling design value for compression members in planes of lateral support, psi actual compression stress parallel to grain, psi Euler buckling coefficient for columns spaced column fixity coefficient distance between points of lateral support of compression member, inches slenderness ratio of compression member distances between points of lateral support of compression member in planes 1 and 2, inches distance from center of spacer block to centroid of group of split ring or shear plate connectors in end block for a spaced column, inches pounds per square inch
203
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WOOD COLUMNS
Solid Columns
The tabulated compression design value, F,, shall be multiplied by all applicable adjustment factors to determine the allowable compression design value, F,', for square or rectangular simple, solid columns. The column stability factor, Cp, shall be calculated as follows:
in which F,*
K,, = 0.3 for visually graded lumber and MEL K,, = 0.418 for products with COVE 0.11 (see NDS Appendix F.2) c = 0.8 for sawn lumber c = 0.85 for round timber piles c = 0.9 for glued laminated timber
= tabulated com ression design value multiplied by all applicable adjustment factors except Cp F,, = K,, E'/(P,/d) !
When a compression member is supported throughout its length to prevent lateral displacement in all directions, C, = 1.0.
Limitation on PJd Ratio
The slenderness ratio for solid columns, P,/d, shall not exceed 50, except that during construction P,/d shall not exceed 75.
Column Fixity
The effective column length, P,, for a solid column shall be determined in accordance with good engineering practice. The formulas for solid columns are based on pin-end conditions but may also be applied to square-end conditions. Where column end conditions provide less stability than pin-end conditions, the effective length of the column for design purposes shall be increased accordingly. Where column end conditions provide greater stability than pin-end conditions, such as may occur for a truss compression chord or when a column is continuous through more than one story, the increased degree of fixity should be evaluated and the effective length of the column for design purposes may be reduced accordingly. Actual column length shall be permitted to be multiplied by the appropriate buckling length coefficient specified in NDS Appendix G to determine effective column length, P, = (Ka(P).
For solid columns with rectangular cross section, the slenderness ratio, P,/d, shall be taken as the larger of the ratios P,,/d, or Pe2/d2 (see Figure 12) where each ratio has been adjusted by the appropriate buckling length coefficient, K,, from NDS Appendix G.
Round Columns
The design load for a column of round cross section may be taken as the same as that for a square column of the same cross-sectional area. Thus, the d used in determining the P,/d ratio should be 0.886 times the diameter of the round column.
204
WOOD COLUMNS
Tapered Round Columns
For design of a column with rectangular cross section, tapered at one or both ends, the representative dimension, d, for each face of the column shall be derived as follows:
in which dmin - - dmx - -
the minimum dimension for that face of the column the maximum dimension for that face of the column
Surmort Conditions Large end fixed, small end unsupported or simply supported a = 0.70
Small end fixed, large end unsupported or simply supported a = 0.30
Both ends simply supported: Tapered toward one end Tapered toward both ends
a = 0.50 a = 0.70
For all other support conditions:
d=dd + (d- -d*)( 1/3)
Calculations of f, and C, shall be based on the representative dimension, d. In addition, f, at any cross section in the tapered column shall not exceed the tabulated compression design value parallel to grain multiplied by all applicable adjustment factors except the column stability factor, f, S (FJ(CD)(CM)(CJ.
Built-up Columns with Mechanical Fastenings
Arrangement of laminations joined by nails, bolts or other mechanical fastenings into a built-up column assembly will not make a column fully equal in strength to a one-piece member of comparable material and dimensions. The following provisions apply to nailed or bolted built-up columns with 2 to 5 laminations in which each lamination has a rectangular cross section and is at least 1-1/2" thick. The provisions also require that all laminations have the same depth (face width), d, that faces of adjacent laminations are in contact and all' laminations are full column length. Adequate nailing or bolting shall be required in accordance with NDS criteria (sections 15.3.3 or 15.3.4). When individual laminations are of different species, grades, or thicknesses, the lesser allowable compression parallel to grain design value, Fc', and modulus of elasticity, E', for the weakest lamination shall apply.
The column stability factor, C,, shall be calculated in accordance with provisions found on page 203. The column stability factor, C,, shall be modified (multiplied) by 0.60 for built-up columns nailed in accordance with NDS section 15.3.3 or by 0.75 for built-up columns bolted in accordance with NDS section 15.3.4. The effective column length, O,, and slenderness ratio, PJd, shall be determined in accordance with provisions found on page 203.
205
WOOD COLUMNS
Spaced Columns
Spaced columns are formed of two or more individual solid members with their longitudinal axes parallel, separated at the ends and at one or more intermediate points of their length by blocking and joined at the ends by split ring or shear plate connectors capable of developing the required shear resistance. As a result of the end fixity developed by the split ring or shear plate connectors and spacer blocks, the maximum unit stress, Fc', for members of spaced columns may be greater than that allowed for simple solid columns having the same PJd ratio. A greater PJd ratio may also be accepted for the members of spaced columns. The design load for a spaced column shall be the sum of the design loads for each of its individual members.
Spaced columns are classified as to degree of end fixity; Le., end condition "a" or end condition "b". The magnitude of the spaced column fixity factor, K,, is determined by the end condition. This is illustrated in Figure 14.
Condition 'a'
End Biodc
spacer Block
Condltlon 'b'
End Block
F3gure 14. Spaced Column Joined by Split Ring or Shear Plate Connectors
Condition "a": end distance S 9,/20; K,=2.5
P , and P2 = distance between points of lateral support in planes 1 and 2, measured from center to center of lateral supports for continuous spaced columns, and measured from end to end for simple spaced columns, inches.
P, = distance from center of spacer block to centroid of the group of split ring or shear plate connectors in end blocks, inches.
d, and d2 = cross-sectional dimensions of individual rectangular compression members in planes of lateral support, inches.
Condition "b": 4,/20 < end distance 4 9,/10; K, = 3 .O.
I WOOD COLUMNS
Spacer and End Block Provisions
When a single spacer block is located within the middle tenth of the column length, I,, split ring or shear plate connectors shall not be required for this block. If there are two or more spacer blocks, split ring or shear plate connectors shall be required and the distance between two adjacent blocks shall not exceed 112 the distance between centers of split ring or shear plate connectors in the end blocks.
For spaced columns used as compression members of a truss, a panel point which is stayed laterally shall be considered as the end of the spaced column, and the portion of the web members, between the individual pieces makiig up a spaced column, shall be permitted to be considered as the end blocks.
Dimensions for Spacer and End Blocks
Thickness of spacer and end blocks shall not be less than that of individual members of the spaced column nor shall thickness, width, and length of spacer and end blocks be less than required for split ring or shear plate connectors of a size and number capable of carrying the load computed in 15.2.2.5. Blocks thicker than a side member do not appreciably increase load capacity.
Connectors in End Blocks
To obtain spaced column action the split ring or shear plate connectors in each mutually contacting surface of end block and individual member at each end of a spaced column shall provide the appropriate load capacity specified in the NDS.
Design of Spaced Columns
The effective column length, P,, for a spaced column shall be determined in accordance with good engineering practice. Actual column length shall be permitted to be multiplied by the appropriate buckling length coefficient specified in NDS Appendix G to determine effective column length, 0 , = (K&P), except that the effective column length, P,, shall not be less than the actual column length, P.
For individual members of a spaced column (see Figure 14):
(a) Pl/d, shall not exceed 80, where P l is the distance between lateral supports that provide restraint perpendicular to the wide faces of the individual members.
(b) P2/d2 shall not exceed 50, where 92 is the distance between lateral supports that provide restraint in a direction parallel to the wide faces of the individual members.
(c) P3ld1 shall not exceed 40, where P3 is the distance between the center of the spacer block and the centroid of the group of split ring or shear plate connectors in an end block.
The column stability factor shall be calculated as follows:
Cp= 1 + V & / F q l+(F;/F:)/ -- F, /F: 24 C
in which F,' = tabulated compression design value multiplied by all applicable adjustment factors except C , (see 2.3)
K,E = 0.3 for visually graded lumber and machine evaluated lumber (MEL) K,E = 0.418 for products with COVE
F,E = K,E K, E' / (P,/d)2
0.11 (see NDS Appendix F.2)
207
WOOD COLUMNS
- - - - - -
2.5 for fixity condition "a" 3.0 for fixity condition "b" 0.8 for sawn lumber
Kx Kx C C - - 0.9 for glued laminated timber
When individual members of a spaced column are of different species, grades, or thicknesses, the lesser allowable compression parallel to grain design value, F,', for the weaker member shall apply to both members.
The allowable compression parallel to grain design value, F,*, for a spaced column shall not exceed the allowable compression parallel to grain design value, Fc*, for the individual members evaluated as solid columns without regard to fixity in accordance with page 203 using the column slenderness ratio P2/d2 (see Figure 14).
Combined Axial and Bending Loading
The equations on page 34 for combined flexure and axial loading apply to spaced columns only for uniaxial bending in a direction parallel to the wide face of the individual member (dimension d2 in Figure 14). Such members are in equilibrium when:
fbl = actual edgewise bending stress (bending load applied to narrow face of member) dl = wide face dimension d2 = narrow face dimension
Effective column length, I,, shall be determined in accordance with page 203. F,' and FcEl shall be determined in accordance with page 203 using the slenderness ratio, Pe/d, applicable to the plane being checked. Fbl' shall be determined in accordance with page 32. The load duration factor, C,, associated with the shortest duration load in a combination of loads shall be permitted to be used to calculate F,' and Fbl*. All applicable load combinations shall be evaluated to determine the critical load combination (see pages 14 and 15).
211
E
2100
000
2000
000
UN
IT A
XIA
L ST
RESS
ES - S
IMPL
E SO
LID
CO
LUM
NS
- I/d
from
2 t
o 30
Se
e ins
truct
ions
for u
se of
tabl
es on
page
210.
Obt
ain d
esig
n val
ues f
or E
and
Fc fr
om th
e Nat
iona
l Des
ign
Spec
ific
atio
n@
for
Woo
d C
onst
ruct
ion.
Mod
ify F
c for
diffe
rent
lo
ad du
ratio
n, if
appl
icab
le (s
eepa
ge 1
3). C
alcu
late
l/d
whe
re l=
unsu
ppor
ted
leng
th of
colu
mn i
n in
ches
andd
=app
licab
le le
ast a
ctua
l dim
ensio
n of c
olum
n cro
ss se
ctio
n.
Det
erm
ine v
alue
of F
c' fr
om ta
ble.
Fc+
4000
38
00
3600
34
00
3200
3000
28
00
2600
24
00
2200
2000
18
00
1600
14
00
1200
3600
34
00
3200
30
00
2800
26
00
2400
22
00
2000
18
00
1600
14
00
Tot
al d
esig
n lo
ad o
n co
lum
n =
cros
s-se
ctio
nal a
rea
in s
quar
e in
ches
tim
es F
c' v
alue
. Ild
2 4
6 8
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
3979
39
14
3790
35
88
3285
30
94
2884
26
65
2445
22
34
2038
18
58
1695
15
49
1419
13
03
1199
11
06
1023
94
9 88
2 82
2 76
7 71
8 67
3 37
81
3722
36
12
3432
31
62
2992
28
02
2600
23
96
2197
20
10
1836
16
79
1537
14
09
1295
11
93
1101
10
19
945
879
819
765
716
671
3583
35
30
3432
32
74
3035
28
84
2714
25
30
2342
21
56
1978
18
12
1660
15
22
1398
12
86
1185
10
95
1014
94
1 87
6 81
6 76
3 71
4 66
9 33
85
3338
32
52
3112
29
04
2770
26
19
2454
22
82
2110
19
43
1785
16
39
1506
13
85
1275
11
77
1088
10
09
937
872
813
760
711
667
3187
31
45
3069
29
48
2767
26
50
2518
23
71
2216
20
58
1903
17
54
1615
14
87
1370
12
64
1168
10
81
1002
93
2 86
7 80
9 75
7 70
9 66
5
2988
29
52
2886
27
81
2625
25
25
2409
22
81
2143
20
00
2790
27
58
2701
26
11
2479
23
93
2294
21
83
2062
19
35
2591
25
64
2516
24
39
2327
22
55
2172
20
77
1973
18
62
2393
23
70
2329
22
65
2172
21
12
2042
19
63
1875
17
79
2194
21
75
2140
20
88
2011
19
63
1906
18
41
1768
16
88
1995
19
79
1951
19
08
1847
18
08
1762
17
10
1651
15
86
1796
17
83
1761
17
27
1678
16
47
1612
15
71
1525
14
73
1597
15
87
1569
15
43
1505
14
82
1455
14
24
1389
13
49
1397
13
90
1376
13
57
1329
13
12
1292
12
69
1243
12
14
1198
11
93
1183
11
69
1149
11
37
1123
11
07
1089
10
68
1857
17
19
1588
14
65
1805
16
78
1556
14
40
1746
16
31
1518
14
11
1679
15
76
1475
13
76
1602
15
13
1423
13
34
1515
14
40
1362
12
84
1416
13
55
1291
12
24
1305
12
57
1206
11
52
1182
11
46
1107
10
66
1046
10
20
993
963
1353
12
50
1157
10
72
1333
12
34
1144
10
61
1309
12
15
1129
10
49
1281
11
93
1110
10
34
1248
11
66
1088
10
16
1207
11
33
1062
99
4 11
58
1092
10
28
967
1097
10
41
986
931
1022
97
7 93
1 88
6 93
1 89
7 86
2 82
6
995
986
976
964
950
93 1
909
879
841
790
925
918
910
900
888
873
854
829
797
754
862
805
856
800
850
794
841
787
831
779
819
768
803
755
782
738
755
715
718
683
753
749
744
73 8
73 1
722
71 1
696
677
650
706
662
702
659
698
656
693
651
687
646
679
640
670
632
657
621
641
607
618
587
3582
35
27
3423
32
54
3000
28
39
2660
24
70
2277
20
89
1911
17
47
1597
14
62
1341
12
32
1135
10
48
970
900
837
780
728
682
639
3384
33
35
3243
30
95
2872
27
31
2571
23
99
2222
20
47
1879
17
22
1578
14
47
1329
12
23
1128
10
42
965
896
833
777
726
679
637
3186
31
43
3062
29
33
2740
26
16
2475
23
22
2161
20
00
1843
16
95
1557
14
31
1316
12
13
1119
10
35
959
891
830
774
723
677
635
2988
29
50.
2880
27
68
2602
24
95
2373
22
37
2094
19
47
1802
16
63
1532
14
11
1301
12
00
1109
10
27
953
886
825
770
720
674
633
2789
27
56
2696
26
00
2459
23
67
2262
21
45
2019
18
87
1755
16
26
1503
13
89
1283
11
86
1098
10
18
945
879
820
765
716
671
630
2591
25
62
2511
24
30
2311
22
34
2145
20
45
1935
18
19
1701
15
83
1470
13
62
1262
11
69
1084
10
07
936
872
813
760
712
667
627
2392
23
68
2325
22
57
2158
20
94
2020
19
36
1843
17
43
1639
15
33
1430
13
31
1237
11
49
1068
99
4 92
5 86
3 80
6 75
4 70
6 66
3 62
3 21
93
2173
21
37
2081
20
00
1948
18
87
1818
17
41
1657
15
67
1475
13
83
1293
12
07
1125
10
49
978
912
852
797
746
700
657
618
1995
19
78
1948
19
03
1838
17
96
1748
16
92
1629
15
60
1486
14
07
1328
12
48
1170
10
95
1024
95
8 89
6 83
9 78
6 73
7 69
2 65
1 61
3 17
96
1782
17
59
1722
16
71
1638
16
00
1557
15
07
1452
13
92
1328
12
61
1193
11
25
1058
99
4 93
3 87
6 82
2 77
2 72
5 68
2 64
2 60
5 15
97
1586
15
67
1540
15
00
1475
14
46
1413
13
76
1333
12
87
1236
11
82
1126
10
69
1012
95
6 90
2 84
9 80
0 75
3 71
0 66
9 63
1 59
6 13
97
1389
13
75
1354
13
25
1307
12
85
1261
12
34
1202
11
68
1130
10
89
1045
10
00
953
907
860
815
771
729
689
652
616
583
212
E 1900
000
1800
000
UN
IT A
XIA
L ST
RESS
ES - S
IMPL
E SO
LID
CO
LUM
NS
- I/d
from
2 t
o 30
See i
nstru
ctio
ns fo
r use
of ta
bles
on pa
ge 21
0. O
btai
n des
ign v
alue
s for
E an
d Fc
from
the N
atio
nal D
esig
n Sp
ecif
icat
ion@
fo
r W
ood
Co
nstr
ucti
on.
M
odify
Fc f
or di
ffere
nt
load
dur
atio
n, if
appl
icab
le (s
eepa
ge 1
3). C
alcu
late
l/d w
here
l=un
supp
orte
d le
ngth
of co
lum
n in
inch
es an
d d=a
pplic
able
leas
t act
ual d
imen
sion o
f col
umn c
ross
sect
ion.
D
eter
min
e val
ue of
Fc'
from
tabl
e.
Fc*
3600
34
00
3200
30
00
2800
2600
24
00
2200
20
00
1800
1600
14
00
1200
10
00
3400
32
00
3000
28
00
2600
2400
22
00
2000
18
00
1600
1400
12
00
1000
80
0
Tot
al d
esig
n lo
ad o
n co
lum
n =
cros
s-se
ctio
nal a
rea
in s
quar
e in
ches
tim
es F
e' v
alue
. I/d
2 4
6 8
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
3582
35
23
3412
32
32
2960
27
90
2602
24
05
2208
20
18
1841
16
79
1532
14
01
1283
11
78
1084
lo
00
926
858
798
743
694
649
609
3384
33
31
3234
30
76
2837
26
87
2519
23
40
2158
19
81
1813
16
57
1516
13
88
1273
11
70
1078
99
5 92
1 85
5 79
5 74
1 69
2 64
7 60
7 31
85
3139
30
54
2916
27
09
2577
24
29
2268
21
03
1938
17
80
1632
14
96
1373
12
61
1160
10
70
989
916
850
791
738
689
645
605
2987
29
47
2873
27
54
2575
24
61
2332
21
90
2040
18
90
1743
16
04
1474
13
55
1247
11
50
1061
98
2 91
0 84
6 78
7 73
4 68
6 64
3 60
3 27
89
2754
26
90
2588
24
36
2339
22
27
2103
19
71
1835
17
01
1571
14
49
1335
12
32
1137
10
51
974
903
840
782
730
683
640
601
2590
25
60
2506
24
20
2292
22
10
2115
20
09
1893
17
73
1651
15
32
1419
13
12
1213
11
22
1039
96
4 89
5 83
3 77
7 72
6 67
9 63
6 59
8 23
92
2366
23
20
2248
21
42
2074
19
95
1905
18
07
1702
15
95
1487
13
83
1284
11
91
1104
10
25
952
886
825
770
720
674
632
594
2193
21
72
2134
20
74
1987
19
32
1867
17
93
1711
16
22
1529
14
35
1341
12
50
1164
10
83
1007
93
8 87
4 81
6 76
2 71
3 66
9 62
8 59
0 19
94
1977
19
45
1897
18
28
1783
17
31
1672
16
05
1532
14
53
1372
12
90
1209
11
31
1056
98
6 92
1 86
0 80
4 75
2 70
5 66
2 62
2 58
5 17
95
1781
17
56
1718
16
63
1628
15
87
1541
14
88
1430
13
66
1299
12
29
1159
10
90
1023
95
9 89
8 84
2 78
9 74
0 69
5 65
3 61
4 57
9
1596
13
97
1198
99
9
3383
31
85
2986
27
88
2590
- 15
85
1389
11
92
994
3327
31
36
2944
27
5 1
2558
- 1566
15
36
1494
14
67
1436
13
74
1352
13
20
1301
12
78
1181
11
65
1143
11
29
1113
98
7 97
6 96
1 95
2 94
1
3224
30
54
2798
26
38
2461
30
45
2897
26
75
2534
23
77
2865
27
37
2546
24
24
2286
26
83
2574
24
11
2307
21
88
2500
24
08
2271
21
82
2081
1401
12
52
1095
92
9
2275
22
10
2137
20
57
1968
1361
12
23
1074
91
6
2089
20
39
1983
19
19
1848
- 1316
11
89
1051
90
1
1910
18
72
1829
17
79
1723
1266
11
53
1025
88
4
1743
17
14
1681
16
43
1599
- 12
13
1112
99
6 86
5
1589
15
67
1542
15
13
1479
- 1156
10
98
1039
10
69
1023
97
6 96
5 93
2 89
6 84
4 82
2 79
7
1451
13
26
1215
14
34
1313
12
05
1414
12
98
1193
13
92
1280
.I1
79
1365
12
59
1162
98 1
928
859
772
1116
11
07
1098
10
87
1074
-
925
880
821
744
1027
10
20
1013
10
04
993 -
870
833
783
716
818
787
745
687
769
744
708
658
724
702
672
629
948
942
936
929
920
877
872
867
86 1
854
813
809
805
800
794
756
753
749
745
740
68 1
663
637
60 1
704
70 1
698
695
69 1
64 1
626
604
573
604
570
591
559
573
543
546
520
657
655
653
650
646
615
576
613
575
611
573
608
571
605
568
2391
23
64
2315
22
38
2124
20
51
1966
18
71
1767
16
58
1548
14
38
1333
12
34
1142
10
58
980
910
846
787
734
686
642
602
565
2193
21
70
2130
20
66
1973
19
13
1843
17
65
1678
15
84
1488
13
91
1296
12
04
1119
10
39
965
897
835
779
727
680
637
598
562
1994
19
75
1942
18
91
1816
17
68
1712
16
49
1577
15
00
1418
13
34
1250
11
68
1089
10
15
946
882
823
768
718
673
631
592
557
1795
17
80
1754
17
13
1654
16
16
1573
15
23
1466
14
04
1337
12
67
1195
11
23
1053
98
6 92
2 86
2 80
7 75
5 70
7 66
3 62
3 58
6 55
1 15
96
1584
15
64
1532
14
87
1458
14
25
1387
13
44
1296
12
43
1187
11
28
1068
10
07
948
891
837
786
738
693
651
613
577
544
1397
13
88
1372
13
49
1315
12
94
1270
12
42
1210
11
75
1135
10
92
1047
99
9 95
0 90
0 85
1 80
4 75
8 71
5 67
4 63
5 59
9 56
5 53
4 11
98
1191
11
80
1163
11
39
1124
11
07
1088
10
66
1041
10
13
982
949
913
876
838
798
759
721
683
647
613
580
549
520
999
994
986
975
959
949
937
925
910
894
876
856
833
809
783
756
727
698
668
638
609
580
552
526
500
799
796
791
784
774
768
761
753
745
735
724
712
699
685
669
652
634
614
594
574
552
531
510
489
468
213
UN
IT A
XIA
L S
TR
ESS
ES
- SIM
PL
E S
OL
ID C
OL
UM
NS
- l/d
from
2 t
o 30
See i
nstru
ctio
ns fo
r use
of t
able
s on p
age 2
10.
Obt
ain d
esig
dval
ues f
or E
and
Fc fr
om th
e Nat
iona
l Des
ign
Spec
flca
tion"
for
Woo
d C
onst
ruct
ion.
Mod
ify F
c for
diffe
rent
lo
ad d
urat
ion,
if ap
plic
able
(see
page
13)
. Cal
cula
te Ild
whe
re 1 =
unsu
ppor
ted
leng
th o
f col
umn i
n inc
hes a
nd d
=app
licab
le le
ast a
ctua
l dim
ensio
n of c
olum
ncro
ss se
ctio
n.
Det
erm
ine v
alue
of F
c' fr
om ta
ble.
Tota
l des
ign
load
on
colu
mn
= .c
ross
-sec
tiona
l are
a in
squ
are
inch
es ti
mes
Ff'
valu
e.
E 1700
000
1600
000
-
F+
3200
30
00
2800
26
00
2400
2200
20
00
1800
16
00
1400
1200
lo
00
800
600
c
3 200
30
00
2800
26
00
2400
2200
20
00
1800
16
00
1400
1200
10
00
800
600
Ild
2 4
6 8
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
3184
31
32
3035
28
75
2636
24
86
2320
21
45
1970
18
02
1644
15
00
1369
12
52
1147
10
53
969
895
828
768
713
665
621
581
544
2986
29
40
2856
27
18
2512
23
81
2235
20
79
1920
17
64
1615
14
78
1352
12
39
1136
10
45
963
889
823
764
710
662
618
579
543
2788
27
48
2675
25
58
2382
22
70
2143
20
05
1862
17
19
1582
14
52
1332
12
23
1124
10
35
955
883
818
759
707
659
616
577
541
2589
25
55
2493
23
94
2246
21
51
2043
19
24
1797
16
69
1542
14
22
1309
12
05
1110
10
24
946
875
812
754
702
655
613
574
539
2391
23
62
2310
22
27
2104
20
25
1934
18
33
1724
16
10
1496
13
86
1281
11
83
1092
10
10
935
866
804
748
697
651
609
571
536
2192
21
68
2125
20
57
1956
18
92
1817
17
33
1640
15
43
1443
13
43
1247
11
56
1072
99
3 92
1 85
5 79
5 74
1 69
1 64
6 60
5 56
7 53
3 19
94
1974
19
39
1883
18
03
1751
16
91
1623
15
47
1465
13
79
1292
12
07
1124
10
46
972
904
842
784
732
683
639
599
562
529
1795
17
79
1751
17
07
1644
16
03
1556
15
02
1442
13
75
1305
12
31
1157
10
84
1014
94
7 88
3 82
5 77
0 72
0 67
4 63
1 59
2 55
7 52
4 15
96
1583
15
61
1528
14
79
I448
14
13
1371
13
25
1273
12
17
1158
10
96
1034
97
3 91
3 85
6 80
3 75
2 70
5 66
1 62
1 58
4 54
9 51
7 13
97
1387
13
71
1345
13
10
1287
12
61
1231
11
96
1158
11
16
1070
10
22
972
921
870
821
773
728
685
644
607
572
539
509
1198
11
91
998
994
799
796
599
598
1179
98
5 79
1 59
5
1160
11
35
1119
11
01
1080
97
3 95
6 94
5 93
3 91
9 78
3 77
2 76
6 75
9 75
0 59
1 58
5 58
1 57
7 57
3.
1056
90
4 74
1 56
8
1029
99
9 96
6 88
6 86
7 84
5 73
1 71
9 70
6 56
3 55
7 55
0
3183
31
27
2985
29
36
2787
27
45
2589
25
53
2390
23
60
3023
28
46
2667
24
86
2304
2850
25
92
2431
22
56
2075
26
97
2474
23
33
2178
20
15
2540
23
49
2229
20
93
1948
23
79
2219
21
16
2000
18
74
2214
20
81
1996
18
98
1790
1897
18
52
1800
17
42
1675
1728
15
72
1430
16
94
1546
14
11
1655
15
17
1388
16
10
1482
13
62
1557
14
41
1330
93 1
821
692
543
1303
12
88
1270
12
50
I226
- 893
795
676
535
854
768
659
526
814
739
641
517
773
709
62 1
506
733
678
60 1
495
1189
11
77
1164
11
48
1129
1088
10
79
1068
10
56
1041
998
99 1
982
972
960
918
912
905
897
888
846
842
836
830
822
695
648
5 80
484
783
779
769
76 2 -
774
657
617
558
471
621
5 87
536
458
587
558
514
445
555
525
497
531
504
479
493
471
451
431
417
403
725
722
718
714
709
674
67 1
668
664
660
628
625
623
620
616
586
548
514
584
546
512
582
544
511
579
542
509
576
539
506
2192
21
66
2120
20
46
1938
18
68
1787
16
97
1599
14
97
1393
12
93
1196
11
06
1022
94
6 87
6 81
2 75
5 70
2 65
5 61
1 57
2 53
6 50
3 19
93
1972
19
34
1875
17
88
1732
16
67
1593
15
12
1426
13
37
1247
11
61
1078
lo
00
928
861
801
745
694
648
606
567
532
500
1795
17
78
1747
17
00
1632
15
88
1537
14
79
1414
13
43
1269
11
93
1117
10
43
972
905
843
786
733
684
640
599
561
527
496
1596
15
82
1559
15
22
1470
14
37
1398
13
54
1303
12
48
1188
11
26
1062
99
8 93
6 87
6 82
0 76
6 71
7 67
1 62
9 59
0 55
4 52
1 49
0 13
97
1387
13
69
1342
13
03
1278
12
50
1217
11
80
1139
10
94
1045
99
4 94
2 89
0 83
8 78
8 74
1 69
6 65
4 61
4 57
7 54
3 51
2 48
3
1198
11
90
1177
11
58
1130
11
13
1093
10
70
1045
10
15
983
948
910
870
829
788
746
706
667
629
594
560
529
500
472
998
993
984
971
953
941
928
913
896
877
856
833
807
779
750
719
688
656
625
594
564
535
508
481
457
799
796
790
782
771
764
756
747
737
725
713
699
683
666
648
628
608
586
564
541
519
496
474
453
432
599
598
594
590
584
580
576
571
566
560
554
546
538
530
520
510
499
487
475
461
447
433
419
404
389
213(
a)
E 1500
000
1400
000
UN
IT A
XIA
L S
TR
ESS
ES
- SIM
PL
E S
OL
ID C
OL
UM
NS
- l/d f
rom
2 t
o 30
Fe+
3000
28
00
2600
24
00
2200
2000
18
00
1600
14
00
1200
1000
80
0 60
0 40
0 28
00
2600
24
00
2200
20
00
1800
16
00
1400
12
00
1000
80
0 60
0 40
0
See i
nstru
ctio
ns fo
r use
of t
able
s on p
age 2
10.
Obt
ain d
esig
n val
ues f
or E
and F
c fro
m th
e Nat
iona
l Des
ign
Spec
iJic
atio
tP for
Woo
d C
onst
ruct
ion.
Mod
ify F
c for
diffe
rent
lo
ad d
urat
ion,
if ap
plic
able
(see
page
13).
Calc
ulat
e I/d
whe
re l=
unsu
ppor
ted
leng
th of
colu
mn i
n in
ches
and d
=app
licab
le le
ast a
ctua
l dim
ensi
on of
colu
mn c
ross
sect
ion.
D
eter
min
e val
ue of
Fc'
from
tabl
e.
Tot
al d
esig
n lo
ad o
n co
lum
n =
cros
s-se
ctio
nal a
rea
in s
quar
e in
ches
tim
es F
c' va
lue.
2 4
6 8
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
2984
29
32
2834
26
72
2430
22
79
2115
19
45
1778
16
20
1473
13
41
1221
11
15
1020
93
6 86
1 79
4 73
4 68
0 63
2 58
9 54
9 51
4 48
2 27
86
2741
26
57
2519
23
12
2181
20
37
1885
17
33
1586
14
48
1321
12
06
1103
10
11
928
855
789
730
677
629
586
547
512
480
2588
25
49
2478
23
61
2187
20
76
1951
18
18
1681
15
46
1418
12
98
1189
10
89
1000
92
0 84
8 78
3 72
5 67
3 62
6 58
4 54
5 51
0 47
8 23
90
2357
22
97
2200
20
55
1962
18
57
1742
16
21
1500
13
82
1271
11
68
1073
98
7 90
9 83
9 77
6 72
0 66
8 62
2 58
0 54
2 50
8 47
6 21
91
2164
21
14
2034
19
16
1840
17
52
1656
15
52
1446
13
40
1238
11
42
1053
97
1 89
7 82
9 76
8 71
3 66
3 61
7 57
6 53
9 50
5 47
4
1993
19
70
1930
18
65
1770
17
09
1639
15
59
1473
13
82
1290
11
99
1111
10
29
952
881
817
758
705
656
612
572
535
502
471
1794
17
76
1743
16
93
1618
15
70
1515
14
52
1382
13
07
1229
11
50
1073
99
8 92
8 86
2 80
1 74
5 69
4 64
7 60
5 56
5 53
0 49
7 46
7 15
95
1581
15
56
1517
14
60
1423
13
81
1333
12
79
1219
11
56
1090
10
24
959
897
837
781
729
681
636
595
558
523
491
462
1396
13
86
1366
13
37
1295
12
69
1238
12
02
1162
11
17
1069
10
17
964
909
856
804
754
707
662
621
583
547
514
484
456
1197
11
89
1176
11
55
1125
11
06
1085
10
60
1032
lo
00
965
927
887
845
802
759
717
676
637
600
565
532
502
473
447
998
993
799
795
599
597
400
399
2785
27
36
2587
25
45
2389
23
54
2191
21
61
1992
19
68
983
789
594
397
2645
24
68
2288
21
07
1924
969
78 1
589
395
2494
23
41
2182
20
20
1854
-
949
768
583
392
2268
21
49
2024
18
90
1750
-
937
76 1
579
391
2127
20
29
1923
18
07
1683
-
923
752
574
389
1974
18
96
1809
17
13
1606
-
906
743
569
387
1816
17
55
1687
16
09
1521
-
888
732
563
385
1660
16
14
1561
15
00
1429
7 86
7 84
4 71
9 70
5 55
7 55
0 38
2 37
9 15
12
1375
14
78
1349
14
37
1319
13
90
1282
13
33
1238
819
791
761
730
690
673
655
635
542
533
524
514
376
373
369
365
1251
11
40
1040
95
2 12
32
1125
10
29
943
1208
11
07
1015
93
2 11
80
1085
99
8 91
8 11
46
1058
97
7 90
2
698
614
502
36 1
873
866
857
846
833
665
592
490
356
803
797
790
782
77 1 - 633
569
478
35 1
74 1
736
730
723
715 -
60 1
546
464
345
685
681
676
670
663 -
569
523
450
339
635
63 1
628
623
617 - 539
500
435
333
590
587
584
580
575
511
477
420
327
549
547
544
54 1
537 -
483
454
405
320
513
511
508
506
502 - 45 8
433
390
312
480
478
476
473
470 - 434
412
375
305
449
448
446
444
442
-
1794
17
74
1739
16
84
1602
15
50
1489
14
21
1346
12
66
1185
11
04
1025
95
1 88
1 81
7 75
8 70
4 65
4 61
0 56
9 53
2 49
8 46
7 43
8 15
95
1580
15
52
1510
14
48
1408
13
62
1309
12
50
1186
11
19
1051
98
3 91
7 85
4 79
5 74
0 69
0 64
3 60
0 56
1 52
5 49
2 46
2 43
4 13
96
1385
13
64
1332
12
86
1257
12
23
1184
11
40
1092
10
40
985
929
874
819
767
717
671
627
587
550
516
484
455
429
1197
11
89
1174
11
51
1119
10
98
1075
10
47
1017
98
2 94
4 90
3 86
0 81
6 77
2 72
8 68
5 64
4 60
6 56
9 53
5 50
3 47
4 44
6 42
1
998
992
982
967
945
932
916
898
878
855
830
802
772
741
708
674
640
607
574
543
513
485
458
433
410
799
795
789
779
766
758
748
738
726
712
697
680
662
642
621
598
575
551
526
502
479
456
433
412
392
599
597
594
588
581
577
572
567
560
553
546
537
528
517
506
494
481
467
452
437
422
406
390
375
359
400
399
397
395
392
390
388
386
383
381
377
374
370
366
362
357
352
346
340
334
327
320
312
305
297
UN
IT A
XIA
L ST
RESS
ES - S
IMPL
E SO
LID
CO
LUM
NS
- l/d
from
2 t
o 30
See i
nstru
ctio
ns fo
r use
of t
able
s on p
age 2
10.
Obt
ain d
esig
n val
ues f
or E
and
Fc fr
om th
e Nat
iona
l Des
ign
Spec
ific
atio
n@ fo
r W
ood
Con
stru
ctio
n. M
odify
Fc f
or di
ffere
nt
load
dur
atio
n, if
appl
icab
le (s
ee pa
ge 1
3). C
alcu
late
Ild w
here
1 =un
supp
orte
d le
ngth
of co
lum
n in
inch
es an
d d=a
pplic
able
leas
t act
ual d
imen
sion o
f col
umn c
ross
sect
ion.
D
eter
min
e val
ue o
f Fc'
from
tabl
e.
Tota
l des
ign
load
on
colu
mn
= cr
oss-
sect
iona
l are
a in
squa
re in
ches
tim
es F
c' v
alue
.
E 13oo
oOO
12
m -
Fc+ -
2800
26
00
2400
22
00
2000
1800
16
00
1400
12
00
lo00
800
600
400
200
2600
24
00
2200
20
00
1800
1600
14
00
1200
lo
00
800
600
400
200 - 27
84
2731
26
31
2465
22
16
2064
19
02
1738
15
80
1433
12
99
1178
10
71
976
892
817
751
692
639
592
550
512
478
447
419
2586
25
41
2456
23
16
2106
19
75
1833
16
86
1541
14
04
1277
11
62
1058
96
6 88
4 81
1 74
6 68
8 63
6 58
9 54
8 51
0 47
6 44
5 41
7 23
88
2350
22
79
2162
19
87
1877
17
55
1625
14
95
1369
12
51
1142
10
43
954
875
803
740
683
632
586
545
508
474
444
416
2190
21
58
2099
20
04
1861
17
69
1667
15
56
1442
13
28
1220
11
18
1025
94
0 86
3 79
5 73
3 67
7 62
7 58
2 54
2 50
5 47
2 44
2 41
4 19
92
1966
19
18
1841
17
26
1652
15
68
1476
13
78
1279
11
82
1089
10
02
922
850
783
724
670
621
577
537
501
469
439
412
1793
17
72
1734
16
73
1584
15
26
1459
13
85
1304
12
20
1135
10
53
974
900
832
769
712
661
614
571
532
497
465
436
409
1595
15
78
1548
15
02
1433
13
89
1338
12
81
1217
11
49
1078
10
07
938
872
809
751
698
649
604
563
526
491
460
432
406
1396
13
83
1361
13
26
1276
12
44
1206
11
63
1115
10
63
1007
94
9 89
1 83
4 77
9 72
7 67
8 63
3 59
1 55
2 51
7 48
4 45
4 42
6 40
1 11
97
1188
11
72
1147
11
11
1089
10
63
1033
99
9 96
1 92
0 87
6 83
0 78
4 73
9 69
4 65
1 61
1 57
3 53
7 50
4 47
3 44
5 41
9 39
5 99
8 99
2 98
0 96
4 94
0 92
5 90
8 88
9 86
6 84
1 81
4 78
3 75
1 71
7 68
2 64
7 61
2 57
8 54
6 51
5 48
5 45
8 43
2 40
8 38
5
799
599
400
200
795
597
399
200
788
777
763
754
593
587
580
575
397
395
391
389
199
199
198
197
2585
23
87
2189
19
91
1793
2536
23
45
2154
19
62
1770
2442
22
87
2054
19
12
2267
21
38
1944
18
23
2090
19
84
1825
17
24
1910
18
25
1697
16
16
1728
16
61
1561
14
97
744
732
719
704
687
570
564
557
549
541
387
385
382
379
375
197
196
196
195
194
1761
16
08
1462
13
25
1200
16
92
1556
14
23
1296
11
79
1613
14
95
1377
12
61
1153
15
24
1425
13
22
1219
11
21
1424
13
42
1256
11
68
lo81
669
53 1
372
194
1089
10
72
1053
10
28
998 -
649
521
368
193
990
977
962
943
919 - 62
7 50
9 36
3 19
2
902
892
880
865
847 - 60
4 49
7 35
8 19
1
824
816
807
795
780
580
483
353
190
755
748
74 1
732
720 - 555
469
347
188
693
688
682
675
666 - 530
454
341
187
639
635
630
624
616 -
505
439
335
186
590
587
583
578
572 -
480
423
328
185
547
544
541
537
531 -
456
406
320
183
508
506
503
499
495 -
433
411
390
374
312
304
181
180
473
441
471
439
468
437
466
435
462
432
390
358
296
178
413
411
409
407
405 -
370
342
287
176
387
385
384
382
380 -
1594
15
76
1544
14
92
1416
13
67
1311
12
47
1178
11
06
1032
95
9 88
9 82
3 76
2 70
5 65
4 60
6 56
4 52
5 48
9 45
7 42
8 40
1 37
7 13
96
1382
13
57
1319
12
63
1228
11
86
1139
10
86
1029
97
0 90
9 84
9 79
1 73
6 68
5 63
7 59
3 55
3 51
6 48
2 45
1 42
3 39
7 37
3 '11
97
1187
11
69
1142
11
03
1078
10
49
1015
97
8 93
6 89
1 84
4 79
7 74
9 70
2 65
7 61
5 57
5 53
8 50
3 47
2 44
2 41
5 39
0 36
8 99
8 99
1 97
9 96
0 93
4 91
8 89
9 87
7 85
2 82
5 79
4 76
1 72
6 69
0 65
3 61
7 58
2 54
8 51
5 48
5 45
6 42
9 40
4 38
1 36
0
799
794
787
775
759
750
738
725
710
694
675
655
633
609
584
558
532
506
480
456
431
409
387
366
347
599
597
593
586
578
573
567
560
552
544
534
524
512
500
486
471
456
440
423
406
389
372
356
340
324
400
399
397
394
390
388
386
383
380
377
373
369
364
359
354
348
342
335
328
320
312
303
295
286
276
200
200
199
199
198
197
197
196
195
195
194
193
192
191
190
189
187
186
185
183
181
179
178
176
173
213(
c)
~~
UN
IT A
XIA
L ST
RESS
ES - S
IMPL
E SO
LID
CO
LUM
NS
- l/d
from
2 to
30
See i
nstru
ctio
ns fo
r use
of t
able
s on p
age 2
10.
Obt
ain d
esig
n val
ues f
or E
and
Fc fr
om th
e Nat
iona
l De
sig
n Sp
ecif
icat
ion@
fo
r W
ood C
onst
ruct
ion.
Mod
ify F
e for
diffe
rent
lo
ad du
ratio
n, if
appl
icab
le (s
eepa
ge 13
). Ca
lcul
ate l
/d w
here
I=un
supp
orte
d le
ngth
of co
lum
n in
inch
es an
d d=a
pplic
able
leas
t act
ual d
imen
sion o
f col
umn c
ross
sect
ion.
D
eter
min
e val
ue o
f Fc'
from
tabl
e.
Tot
al d
esig
n lo
ad o
n co
lum
n =
cros
s-se
ctio
nal a
rea
in s
quar
e in
ches
tim
es F
e' v
alue
. l/d
2 4
6 8
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
1792
17
67
1720
16
46
1534
14
62
1381
12
93
1201
11
10
1021
15
94
1574
15
38
1481
13
95
1341
12
78
1208
11
33
1056
98
0 13
95
1380
13
53
1311
12
48
1208
11
61
1109
10
51
990
926
1196
11
86
1166
11
36
1092
10
64
1031
99
4 95
2 90
7 85
8 99
8 99
0 97
7 95
6 92
7 90
9 88
8 86
3 83
5 80
5 77
1
938
906
864
808
735
638
5 15
366
192
86 1
836
803
75 8
697
614
502
360
191
790
727
669
771
711
657
745
691
640
709
662
617
659
621
584
617
571
529
607
563
522
594
552
513
576
537
501
549
515
483
491
457
426
486
452
422
478
446
417
468
438
410
453
425
400
398
373
350
395
370
347
391
366
344
385
361
340
376
354
333
1800
16
00
1400
12
00
1000
800
600
400
200
2000
18
00
1600
14
00
1200
lo00
80
0 60
0 40
0 20
0
1600
14
00
1200
lo
00
800
600
400
200
11
m
1OOO
OOO
9000
00
798
599
400
200
1989
17
91
1593
13
95
1196
-
794
596
398
200
1955
17
63
1571
13
78
1184
-
682
538
3 74
194
1080
10
45
lo00
94
3 87
1 - 66 1
527
370
193
588
561
534
488
473
457
355
349
342
190
189
187
507
480
454
440
423
405
335
328
319
186
185
183
429
405
383
387
370
352
311
302
293
181
179
177
361
342
323
336
320
304
283
274
264
175
173
170
785
773
755
744
592
585
576
570
396
393
390
387
199
198
197
197
1889
17
82
1620
15
19
1712
16
27
1500
14
20
1531
14
66
1370
13
08
1348
13
00
1229
11
84
1162
11
28
1079
10
47
731
717
700
563
556
547
384
381
378
196
196
195
1410
12
97
1186
13
30
1235
11
39
1238
11
61
1081
11
31
1073
10
09
1010
96
8 92
1
982
956
922
877
819
894
873
847
8 13
767
704
618
505
361
191
814
799
778
752
715
664
591
490
356
190
743
680
624
731
670
616
715
658
606
694
641
593
665
618
575
574
529
489
568
524
485
560
518
480
549
509
473
534
497
463
453
421
392
450
418
390
446
415
387
440
410
383
432
403
377
366
343
321
364
341
320
362
339
318
358
336
315
353
331
311
997
989
974
952
919
898
874
846
815
780
743
798
793
784
770
750
738
723
707
688
667
643
599
596
591
583
573
566
559
551
541
530
518
400
398
396
393
388
386
383
379
376
371
367
200
200
199
198
197
197
196
195
194
193
192
624
585
548
563
535
506
474
457
440
349
342
335
189
188
186
512
479
448
478
451
425
421
403
384
327
318
309
184
183
181
419
393
369
400
377
355
366
348
330
300
290
280
179
177
174
346
325
306
335
316
298
314
298
283
270
260
250
172
169
167
1592
13
94
1196
99
7
798
599
400
200
1568
13
76
1182
98
8
792
596
398
200
1522
14
49
1337
12
67
1188
11
05
1019
13
42
1287
12
06
1153
10
94
1028
96
0 11
58
1119
10
62
1026
98
3 93
6 88
4 97
1 94
5 90
8 88
4 85
6 82
4 78
9
936
857
784
717
657
890
821
756
696
640
829
774
719
667
617
750
709
667
625
584
602
589
571
545
504
43 8
334
186
554
543
529
508
474
419
326
184
510
502
490
473
446
399
317
182
471
464
455
441
419
3 80
307
180
436
405
376
351
328
431
400
372
347
325
423
394
367
343
321
411
384
359
336
315
307
304
301
296
289
275
244
165
287
285
283
278
272
260
234
162
782
766
743
729
713
694
672
590
581
570
562
554
544
533
396
392
387
384
381
377
372
199
198
197
196
195
195
194
648
622
593
564
534
520
506
491
475
457
368
362
356
350
342
193
192
190
189
187
393
369
346
326
306
360
342
324
306
290
297
287
276
266
255
178
176
173
171
168
214
See i
nstru
ctio
ns fo
r use
of ta
bles
on pa
ge 21
0. O
btai
n des
ign v
alue
s for
E an
d Fc
from
the N
atio
nal D
es
ign
Spec
ijica
rion
@ for
Woo
d C
onst
ruct
ion.
Mod
ify F
, for
diffe
rent
lo
ad d
urat
ion,
if ap
plic
able
(see
page
13)
. Cal
cula
te I/d
whe
re 1 =
unsu
ppor
ted
leng
th of
col
umn i
n in
ches
and d
=app
licab
le le
ast a
ctua
l dim
ensio
n of c
olum
n cro
ss se
ctio
n.
Det
erm
ine v
alue
of F
c' fr
om ta
ble.
Tota
l des
ign
load
on
colu
mn
= cr
oss-
sect
iona
l are
a in
squa
re in
ches
tim
es F
c' v
alue
.
E 2100
000
2000
000
-
%+ -
4000
38
00
3600
34
00
3200
3000
28
00
2600
24
00
2200
2000
18
00
1600
14
00
1200
3600
34
00
3200
30
00
2800
26
00
2400
22
00
2000
18
00
1600
14
00
-
Wd
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
673
632
594
560
529
500
473
449
426
405
386
367
350
335
320
306
293
281
270
259
249
671
630
593
559
528
499
473
448
426
405
385
367
350
334
320
306
293
281
269
259
249
669
629
592
558
527
498
472
447
425
404
385
366
350
334
319
305
293
280
269
258
248
667
627
590
557
526
497
471
447
424
403
384
366
349
333
319
305
292
280
269
258
248
665
625
589
555
524
496
470
446
423
403
383
365
349
333
318
305
292
280
269
258
248
662
623
587
553
523
495
469
445
422
402
383
365
348
332
318
304
291
279
268
258
248
659
620
584
551
521
493
467
443
421
401
382
364
347
332
317
304
291
279
268
257
247
656
617
582
549
519
491
466
442
420
400
381
363
346
331
317
303
290
279
267
257
247
651
613
578
546
517
489
464
440
419
398
379
362
346
330
316
302
290
278
267
256
246
646
609
575
543
514
487
462
438
417
397
378
361
344
329
315
302
289
277
266
256
246
640
632
62 1
607
587
639
637
635
633 - 603
570
596
564
587
556
575
546
558
531
539
510
534
506
527
500
518
492
505
481
600
565
599
564
597
562
595
560
532
503
531
502
530
500
528
499
483
479
474
467
45 8
475
474
473
472 - 459
455
45 1
445
436
450
449
448
447 - 436
433
429
423
416
427
426
425
424
415
412
408
404
397
405
405
404
403 - 395
392
389
385
379
3 85
3 85
384
3 83
- 376
359
374
357
371
355
368
351
362
347
367
349
366
349
366
348
365
348
343
341
339
336
332
333
333
332
332
328
3 26
324
322
318
318
318
318
3 17
314
312
310
308
305
304
304
304
303 -
300
299
298
295
292
29 1
29 1
290
290 -
288
276
287
275
285
274
283
272
281
270
279
267
279
267
278
267
278
266
265
264
263
26 1
259
256
256
256
256 - 255
254
253
251
249
246
246
246
246 - 245
244
243
242
240
237
236
236
236
630
593
558
527
498
471
446
423
402
382
364
347
331
316
303
290
277
266
255
245
236
627
590
556
524
496
469
445
422
401
381
363
346
331
316
302
289
277
266
255
245
235
623
586
553
522
493
467
443
420
400
380
362
345
330
315
301
288
276
265
254
244
235
618
582
549
519
491
465
441
419
398
379
361
344
329
314
300
288
276
264
254
244
234
613
577
545
515
488
462
438
416
396
377
359
343
327
313
299
287
275
264
253
243
234
605
571
540
511
484
458
435
414
393
375
357
341
326
311
298
286
274
263
252
242
233
596
563
533
504
478
454
431
410
390
372
355
339
324
310
296
284
272
261
251
241
232
583
552
523
496
471
448
426
405
386
368
351
336
321
307
294
282
271
260
250
240
231
214(
a) Fe
*
UN
IT A
XIA
L S
TR
ESS
ES
- SIM
PL
E S
OL
ID C
OL
UM
NS
- l/d f
rom
30
to 5
0 Se
e ins
truc
tions
for u
se o
f tab
les o
n pa
ge 2
10.
Obt
ain
desi
gn v
alue
s fo
r E
and
FS fr
om th
e Nat
iona
l Des
ign
Spec
ijica
tion@
for
Woo
d C
onst
ruct
ion.
Mod
ify
Fe fo
r diff
eren
1 lo
ad d
urat
ion,
if ap
plic
able
(see
page
13)
. C
alcu
late
lld
whe
re 1 =
unsu
ppor
ted
leng
th o
f col
umn
in in
ches
and
d=ap
plic
able
leas
t act
ual d
imen
sion
of c
olum
n cro
ss se
ctio
n.
Det
erm
ine
valu
e of
Fc'
from
tabl
e.
Ild
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
Tot
al d
esig
n lo
ad o
n co
lum
n =
cros
s-se
ctio
nal a
rea
in s
quar
e in
ches
tim
es F
c' v
alue
.
3600
34
00
3200
30
00
2800
26
00
2400
22
00
2000
1800
16
00
1400
12
00
3400
32
00
3000
28
00
2600
2400
22
00
2000
18
00
1600
1400
12
00
1000
80
0
E I900
000
I800
000
609
572
607
570
605
569
603
567
601
565
598
562
594
559
590
556
585
551
579
546
570
538
559
529
543
515
576
541
575
540
573
538
571
536
568
534
565
532
562
528
557
525
551
520
544
513
534
505
520
493
500
476
468
448
538
507
537
506
535
505
534
503
532
502
530
500
527
497
524
495
520
491
515
487
509
482
501
475
489
465
509
480
508
479
507
478
505
476
503
475
501
473
498
470
495
467
491
464
485
459
478
453
468
444
453
431
428
410
478
477
476
475
474
472
470
468
465
46 1
457
450
442
453
452
45 1
450
448
447
445
442
439
435
429
42 1
410
392 - 452
45 1
45 1
449
448
447
445
443
440
437
433
428
420
428
428
427
426
424
423
42 1
419
416
412
407
40 1
391
375
428
428
427
426
425
423
422
420
418
415
41 1
407
400
406
405
404
403
402
40 1
399
397
395
391
387
381
372
358
406
405
405
404
403
402
400
399
397
394
391
387
381
385
384
383
382
381
380
379
377
375
372
368
363
355
343
385
3 85
384
383
383
382
3 80
379
377
375
372
368
363
365
365
364
363
362
361
360
358
356
354
35 1
346
339
328 - 366
366
365
365
3 64
363
362
361
359
357
355
35 1
347
347
347
346
345
345
344
342
341
339
337
334
330
324
314 -
349
332
348
332
348
331
347
331
346
330
346
330
345
329
344
328
342
326
340
325
338
323
335
320
331
316
330
315
330
314
329
314
329
313
328
313
327
312
326
311
325
310
323
308
321
307
319
304
315
301
310
296
301
289
3 17
31
7 31
6 31
6
315
314
314
313
312
3 10
30
8 30
6 30
3
300
300
299
299
298
298
297
296
295
293
29 1
288
284
277 -
303
302
302
302
301
300
300
299
298
297
295
293
290
287
286
286
286
285
284
284
283
282
280
278
276
272
266 -
289
289
289
288
288
287
287
286
285
284
282
280
278
274
274
273
273
273
272
27 1
270
269
268
266
264
26 1
255 - 27
7 26
5 27
7 26
5 27
6 26
5 27
6 26
4
275
264
275
263
274
263
274
262
273
262
272
261
270
259
269
258
266
256
262
251
262
251
262
251
261
250
261
250
260
249
260
249
259
248
258
247
257
246
255
245
253
243
250
240
245
236
254
254
254
253
253
253
252
252
25 1
250
249
247
245
241
24 1
240
240
240
239
239
23 8
23
7 23
6
235
233
23 1
227 - 24
4 24
4 24
3 24
3
243
242
242
24 1
24 1
240
239
23 8
23
6
23 1
23 1
231
230
230
230
229
228
228
227
226
224
222
218
- 23
4 22
5 23
4 22
5 23
4 22
5 23
3 22
4
233
224
233
224
232
223
232
223
231
222
231
222
230
221
228
220
227
218
222
213
222
213
221
213
221
213
221
212
220
212
220
212
219
211
219
210
218
210
217
209
215
207
213
205
210
202
214(
b)
I E 1 Fc*
I UN
IT A
XIA
L S
TR
ESS
ES
- SIM
PL
E S
OL
ID C
OL
UM
NS
- l/d
from
30
to 5
0
Ild
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
See i
nstru
ctio
ns fo
r use
of ta
bles
on pa
ge 21
0. O
btai
n des
ign
valu
es fo
r E an
d Fc
from
the N
atio
nal D
esig
n Sp
ecif
icat
ion@
fo
r W
ood
Con
stru
ctio
n. M
odify
Fc f
or di
ffere
nt
load
dur
atio
n, if
appl
icab
le (s
eepa
ge 1
3). C
alcu
late
l/d w
here
l=un
supp
orte
d le
ngth
of co
lum
n in
inch
es an
d d=a
pplic
able
leas
t act
ual d
imen
sion o
f col
umn c
ross
sect
ion.
D
eter
min
e val
ue o
f Fc'
from
tabl
e.
Tot
al d
esig
n lo
ad o
n co
lum
n =
cros
s-se
ctio
nal a
rea
in s
quar
e in
ches
tim
es F
c' v
alue
.
3200
54
4 51
1 48
1 45
3 42
8 40
5 38
3 36
3 34
5 32
8 31
2 29
7 28
4 27
1 25
9 24
8 23
7 22
7 21
8 20
9 20
1 30
00
543
510
480
452
427
404
382
363
344
327
312
297
283
270
259
247
237
227
218
209
201
2800
54
1 50
8 47
8 45
1 42
6 40
3 38
1 36
2 34
4 32
7 31
1 29
6 28
3 27
0 25
8 24
7 23
7 22
7 21
8 20
9 20
1 26
00
539
506
477
450
425
402
380
361
343
326
310
296
282
270
258
247
236
227
217
209
201
2400
53
6 50
4 47
5 44
8 42
3 40
0 37
9 36
0 34
2 32
5 31
0 29
5 28
2 26
9 25
7 24
6 23
6 22
6 21
7 20
8 20
0
2200
53
3 50
1 47
2 44
6 42
1 39
9 37
8 35
9 34
1 32
4 30
9 29
4 28
1 26
8 25
7 24
6 23
5 22
6 21
7 20
8 20
0 20
00
529
498
469
443
419
397
376
357
339
323
308
293
280
268
256
245
235
225
216
208
200
1700
000
1800
52
4 49
3 46
6 44
0 41
6 39
4 37
4 35
5 33
8 32
1 30
6 29
2 27
9 26
7 25
5 24
4 23
4 22
4 21
5 20
7 19
9 16
00
517
488
461
436
413
391
371
353
335
319
304
291
277
265
254
243
233
224
215
206
198
1400
50
9 48
0 45
4 43
0 40
8 38
7 36
7 34
9 33
2 31
7 30
2 28
8 27
6 26
4 25
2 24
2 23
2 22
2 21
4 20
5 19
8 ~
2200
50
3 47
4 44
6 42
1 39
8 37
6 35
7 33
8 32
1 30
6 29
1 27
8 26
5 25
3 24
2 23
2 22
2 21
3 20
4 19
6 18
8 20
00
500
471
443
419
396
375
355
337
320
305
290
277
264
252
241
231
221
212
204
196
188
1600
000
1800
49
6 46
7 44
0 41
6 39
3 37
2 35
3 33
5 31
9 30
3 28
9 27
6 26
3 25
1 24
1 23
0 22
1 21
2 20
3 19
5 18
8 I
1600
49
0 46
2 43
6 41
2 39
0 37
0 35
1 33
3 31
7 30
2 28
7 27
4 26
2 25
0 24
0 22
9 22
0 21
1 20
2 19
5 18
7 14
00
483
456
431
407
386
366
347
330
314
299
285
272
260
249
238
228
219
210
202
194
186
1200
lo
00
800
600
3200
2800
26
00
2400
472
447
423
401
380
361
343
326
311
296
283
270
258
247
236
226
217
209
200
193
185
457
433
411
391
371
353
336
320
306
292
278
266
255
244
234
224
215
207
199
191
184
432
412
393
375
357
341
326
311
297
284
272
260
249
239
229
220
212
203
196
188
181
389
375
360
346
333
319
306
294
282
271
260
250
240
231
222
213
205
198
191
184
177
470
455
430
388
482
48 1
480
478
476 -
445
432
411
374
454
453
45 1
450
448 - 422
41 1
393
360
428
427
426
424
423 - 40 1
391
375
346
404
403
402
40 1
399 - 381
372
358
333
3 82
381
380
379
378 - 36
2 35
5 34
2 32
0 36
1 36
1 36
0 35
9 35
8
345
338
327
308
342
3 42
341
340
339 - 328
322
3 13
296
325
325
324
323
322 - 313
308
299
284
309
309
308
307
307 -
299
294
287
273
294
294
293
293
292 -
286
28 1
275
263
280
280
279
279
278 -
273
269
263
252
267
267
267
266
266 -
261
250
258
247
253
242
243
234
255
244
255
244
255
243
254
243
254
242
240
237
233
225
233
233
233
232
232 - 230
228
224
217
223
223
223
223
222 - 22 1
219
215
209
214
214
214
213
213 - 212
210
207
20 1
206
205
205
205
205 - 204
202
199
194
197
197
197
197
196 - 196
195
192
187
190
189
189
189
189
1 I
I
214(
c)
UN
IT A
XIA
L S
TR
ESS
ES
- SIM
PL
E S
OL
ID C
OL
UM
NS
- l/d f
rom
30
to 5
0 Se
e ins
truc
tions
for u
se o
f tab
les o
n pa
ge 2
10.
Obt
ain
desi
gn v
alue
s for
E an
d FS
from
the N
atio
nal D
esig
n Sp
ecif
icat
ion@
fo
r W
ood
Con
stru
ctio
n. M
odif
y Fa
for d
iffer
ent
load
dur
atio
n, if
app
licab
le (s
eepa
ge 1
3).
Cal
cula
te l/
d w
here
I=un
supp
orte
d le
ngth
of c
olum
n in
inch
es an
d d=
appl
icab
le le
ast a
ctua
l dim
ensi
on o
f col
umn
cros
s sec
tion
. D
eter
min
e val
ue o
f Fc
' fro
m ta
ble.
rota
1 de
sign
load
on
colu
mn
= cr
oss-
sect
iona
l are
a in
squ
are
inch
es ti
mes
Fc'
valu
e.
1500
000
I400
000
3000
28
00
2600
24
00
2200
2000
18
00
1600
14
00
1200
1000
80
0 60
0 40
0
2800
26
00
2400
22
00
2000
1800
16
00
1400
12
00
1000
80
0 60
0 40
0 -
Ild
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
482
480
478
476
474
47 1
467
462
456
447
434
412
375
305
452
45 1
449
448
446
443
440
436
430
422
41 1
393
360
297
425
424
423
42 1
420
417
415
41 1
406
400
390
374
346
289
40 1
400
399
397
396
394
391
388
384
378
370
356
33 1
28 1
378
378
377
375
374
372
370
367
364
359
35 1
339
318
273
358
357
356
355
354
352
350
348
345
340
334
323
305
264
339
321
305
290
276
263
251
239
229
338
320
304
289
275
262
250
239
228
337
320
304
289
275
262
250
239
228
336
319
303
288
274
261
249
238
228
335
318
302
287
273
261
249
238
227
334
317
301
286
273
260
248
237
227
332
315
300
285
272
259
247
236
226
330
313
298
284
270
258
246
235
225
327
311
296
282
269
256
245
234
224
323
308
293
279
266
254
243
232
222
318
302
288
275
263
251
240
230
220
308
294
281
269
257
246
235
226
216
292
280
268
257
247
237
227
218
210
256
248
240
232
224
217
209
202
195
219
219
218
218
217
217
216
216
214
213
21 1
208
202
189
210
201
193
185
178
209
201
192
185
178
209
200
192
185
177
209
200
192
184
177
208
200
192
184
177
208
199
191
184
177
207
199
191
183
176
207
198
190
183
176
206
197
189
182
175
204
196
188
181
174
202
194
187
180
173
199
192
184
177
171
194
187
180
173
167
182
176
170
164
159
449
422
397
374
353
334
316
300
284
270
257
245
234
223
213
204
196
187
180
173
166
448
421
396
373
352
333
315
299
284
270
257
245
233
223
213
204
195
187
180
172
166
446
419
395
372
351
332
315
298
283
269
256
244
233
223
213
204
195
187
179
172
166
444
417
393
371
350
331
314
297
283
269
256
244
233
222
212
203
195
187
179
172
165
442
415
391
369
349
330
313
296
282
268
255
243
232
222
212
203
194
186
179
172
165
438
413
389
367
347
328
311
295
281
267
254
242
231
221
211
202
194
186
178
171
165
434
409
386
364
344
326
309
294
279
266
253
241
230
220
211
202
193
185
178
171
164
429
404
382
361
341
323
307
291
277
264
251
240
229
219
210
201
192
185
177
170
164
421
398
376
356
337
320
304
289
275
262
249
238
227
218
208
199
191
184
176
169
163
410
388
367
348
331
314
299
284
271
258
246
235
225
215
206
198
190
182
175
168
162
392
372
354
337
320
305
291
277
265
253
242
231
221
212
203
195
187
180
173
166
160
359
344
330
316
302
289
277
265
'25
4
243
233
223
214
206
198
190
183
176
169
163
157
297
288
280
271
263
254
246
237
229
221
214
206
199
192
185
179
172
166
161
155
150
214(
d)
E 1300
000
1200
000
~~
~
UN
IT A
XIA
L ST
RESS
ES - S
IMPL
E SO
LID
CO
LUM
NS
- I/d
fro
m 3
0 to
50
See i
nstru
ctio
ns fo
r use
of ta
bles
on pa
ge 21
0. O
btai
n des
ign v
alue
s for
E an
d Fc
from
the N
atio
nal D
esig
n Sp
ecif
cari
on@
fo
r W
ood
Con
stru
ctio
n. M
odify
Fc f
or di
ffere
n!
load
dur
atio
n, if
appl
icab
le (s
eepa
ge 1
3). C
alcu
late
l/d w
here
l=un
supp
orte
d le
ngth
of co
lum
n in
inch
es an
dd=a
pplic
able
leas
t act
ual d
imen
sion o
f col
umnc
ross
sect
ion.
D
eter
min
e val
ue o
f Fc'
from
tabl
e.
Fc*
2800
26
00
2400
22
00
2000
1800
16
00
1400
12
00
lo00
800
600
400
200
2600
24
00
2200
20
00
1800
1600
14
00
1200
lo
00
800
600
400
200
Tota
l des
ign
load
on
colu
mn
= cr
oss-
sect
iona
l are
a in
squa
re in
ches
tim
es F
e' va
lue.
I
I/d
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
419
393
370
348
329
311
294
279
265
251
239
228
217
208
198
190
182
174
167
160
154
417
392
369
347
328
310
293
278
264
251
239
228
217
207
198
190
182
174
167
160
154
416
391
368
346
327
309
293
278
264
251
238
227
217
207
198
189
181
174
167
160
154
414
389
366
345
326
308
292
277
263
250
238
227
216
207
198
189
181
174
167
160
154
412
387
365
344
325
307
291
276
262
249
237
226
216
206
197
189
181
173
166
160
153
409
385
363
342
323
306
290
275
261
248
237
226
215
206
197
188
180
173
166
159
153
406
382
360
340
321
304
288
274
260
247
236
225
214
205
196
188
180
172
165
159
153
401
378
357
337
319
302
286
272
258
246
234
224
213
204
195
187
179
172
165
158
152
395
372
352
333
315
299
283
269
256
244
233
222
212
203
194
186
178
171
164
158
152
385
364
345
326
310
294
279
266
253
241
230
220
210
201
192
184
177
170
163
157
151
370
351
333
317
342
327
313
299
287
278
270
261
176
174
172
170
387
363
341
322
385
362
340
321
384
360
339
320
382
359
338
319
380
357
336
317
301
286
252
167
303
303
302
301
299
286
273
243
165
287
286
285
284
283 - 27
3 26
1
234
162
271
27 1
270
269
268
260
248
237
249
239
228
226
218
210
159
157
154
257
244
232
257
244
232
256
243
231
255
243
231
255
242
230
226
216
207
219
210
201
202
195
188
151
148
145
221
210
201
221
210
200
220
210
200
220
209
200
219
209
199
198
190
182
175
168
161
155
193
185
178
171
164
158
152
181
174
168
162
156
151
146
142
139
136
132
129
126
123
192
183
175
168
161
154
148
191
183
175
. 16
8 16
1 15
4 14
8 19
1 18
3 17
5 16
7 16
0 15
4 14
8 19
1 18
2 17
4 16
7 16
0 15
4 14
8 19
0 18
2 17
4 16
7 16
0 15
3 14
7
149
147
141
120
142
142
142
142
142
377
354
334
315
298
282
267
253
241
229
218
208
198
190
181
174
166
159
153
147
141
373
351
331
313
296
280
265
252
239
228
217
207
198
189
181
173
166
159
153
147
141
368
346
327
309
293
277
263
250
238
226
216
206
196
188
180
172
165
158
152
146
140
360
340
321
304
288
273
260
247
235
224
213
204
195
186
178
171
164
157
151
145
139
347
329
312
296
281
267
254
242
231
220
210
201
192
184
176
169
162
155
149
144
138
324
309
295
281
268
256
244
233
223
213
204
195
' 18
7 17
9 17
2 16
5 15
9 15
3 14
7 14
1 13
6 27
6 26
7 25
8 24
9 24
0 23
1 22
2 21
4 20
6 19
8 19
0 18
3 17
6 17
0 16
3 15
7 15
2 14
6 14
1 13
6 13
1 17
3 17
1 16
9 16
6 16
4 16
1 15
8 15
5 15
2 14
9 14
6 14
3 14
0 13
6 13
3 13
0 12
7 12
3 12
0 11
7 11
4
214(
e)
E 1
1m
1OOO
OOO
9000
00
UN
IT A
XIA
L ST
RESS
ES - S
IMPL
E SO
LID
CO
LUM
NS
- Ud f
rom
30
to 5
0 Se
e ins
truct
ions
for u
se o
f tab
les o
n pag
e 210
. O
btai
n des
ign v
alue
s for
E an
d Fe
from
the N
atio
nal D
esig
n Sp
ecif
icat
ion"
for
Woo
d Con
stru
ctio
n. M
odify
Fc f
or di
ffere
n'
load
dur
atio
n, if
appl
icab
le (s
eepa
ge 1
3). C
alcu
late
I/d w
here
1 =un
supp
orte
d le
ngth
of co
lum
n in
inch
es an
d d=a
pplic
able
leas
t act
ual d
imen
sion o
f col
umn c
ross
sect
ion,
D
eter
min
e val
ue o
f Fa'
from
tabl
e.
Tota
l des
ign
load
on
colu
mn
= cr
oss-
sect
iona
l are
a in
squa
re in
ches
tim
es F
c' v
alue
.
Fcb
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
1800
35
0 32
9 30
9 29
2 27
6 26
1 24
7 23
4 22
2 21
1 20
1 19
2 18
3 17
5 16
7 16
0 15
3 14
7 14
1 13
5 13
0 16
00
347
327
308
290
274
259
246
233
221
211
201
191
182
174
167
159
153
146
141
135
130
1400
34
4 32
4 30
5 28
8 27
2 25
8 24
4 23
2 22
0 21
0 20
0 19
0 18
2 17
4 16
6 15
9 15
2 14
6 14
0 13
5 12
9 12
00
340
320
302
285
270
256
242
230
219
208
198
189
181
173
165
158
152
145
140
134
129
1000
33
3 31
5 29
7 28
1 26
6 25
2 24
0 22
8 21
7 20
6 19
7 18
8 17
9 17
1 16
4 15
7 15
1 14
5 13
9 13
3 12
8
800
323
306
289
274
260
247
235
224
213
203
194
185
177
169
162
155
149
143
138
132
127
600
304
289
275
262
250
238
227
217
207
198
189
181
173
166
159
153
146
141
135
130
125
400
264
254
245
236
226
218
209
201
193
185
178
171
164
158
152
146
141
136
131
126
121
200
170
168
165
162
160
157
153
150
147
144
140
137
133
130
127
123
120
117
113
110
107
2000
32
1 30
1 28
4 26
7 25
2 23
8 22
6 21
4 20
3 19
3 18
4 17
5 16
7 15
9 15
2 14
6 14
0 13
4 12
8 12
3 11
9 18
00
320
300
282
266
251
238
225
213
203
193
183
175
167
159
152
146
139
134
128
123
118
1600
31
8 29
8 28
1 26
5 25
0 23
7 22
4 21
3 20
2 19
2 18
3 17
4 16
6 15
9 15
2 14
5 13
9 13
3 12
8 12
3 11
8 14
00
315
296
279
263
249
235
223
212
201
191
182
174
166
158
151
145
139
133
128
123
118
1200
31
1 29
3 27
6 26
1 24
7 23
4 22
1 21
0 20
0 19
0 18
1 17
3 16
5 15
7 15
1 14
4 13
8 13
3 12
7 12
2 11
7
lo00
30
6 28
9 27
3 25
8 24
4 23
1 21
9 20
8 19
8 18
8 18
0 17
1 16
4 15
6 15
0 14
3 13
7 13
2 12
7 12
2 11
7 80
0 29
8 28
2 26
6 25
2 23
9 22
7 21
6 20
5 19
5 18
6 17
7 16
9 16
2 15
5 14
8 14
2 13
6 13
1 12
6 12
1 11
6 60
0 28
3 26
9 25
5 24
3 23
1 22
0 20
9 19
9 19
0 18
1 17
3 16
6 15
9 15
2 14
6 14
0 13
4 12
9 12
4 11
9 11
5 40
0 25
0 24
0 23
0 22
1 21
2 20
3 19
5 18
7 17
9 17
1 16
5 15
8 15
2 14
6 14
0 13
5 12
9 12
5 12
0 11
6 11
1 20
0 16
7 16
4 16
1 15
8 15
5 15
1 14
8 14
4 14
1 13
7 13
4 13
0 12
7 12
3 11
9 11
6 11
3 10
9 10
6 10
3 10
0
1600
28
7 27
0 25
4 24
0 22
6 21
4 20
2 19
2 18
2 17
3 16
5 15
7 15
0 14
3 13
7 13
1 12
5 12
0 11
5 11
1 10
6 14
00
285
268
253
238
225
213
202
191
182
173
164
157
149
143
137
131
125
120
115
111
106
1200
28
3 26
6 25
0 23
6 22
3 21
1 20
0 19
0 18
1 17
2 16
4 15
6 14
9 14
2 13
6 13
0 12
5 12
0 11
5 11
0 10
6 lo
00
278
262
247
234
221
209
199
188
179
171
162
155
148
141
135
129
124
119
114
110
106
800
272
257
243
229
217
206
196
186
177
169
161
153
146
140
134
128
123
118
113
109
105
600
260
247
234
222
211
200
191
181
173
165
158
151
144
138
132
127
121
117
112
108
104
400
234
224
214
205
196
187
179
171
164
157
151
144
138
133
128
123
118
113
109
105
101
200
162
159
155
152
148
145
141
137
133
130
126
122
119
115
111
108
105
101
98
95
92
I Ild
I
215
UN
IT A
XIA
L ST
RESS
ES - S
PAC
ED C
OLU
MN
S, C
ON
DIT
ION
"a"
- I/
d fr
om 2
to
46
See i
nstru
ctio
ns fo
r use
of t
able
s on
page
210
. O
btai
n des
ign v
alue
s for
E an
d Fc
from
the N
atio
nal D
esig
n Sp
ecif
icat
ion@
for
Woo
d C
onst
ruct
ion.
Mod
ify F
c for
diff
eren
t lo
ad d
urat
ion,
if ap
plic
able
(see
page
13).
Cal
cula
te l/d
whe
re l=
unsu
ppor
ted l
engt
h of c
olum
n in
inch
es an
d d=a
pplic
able
leas
t act
ual d
imen
sion o
f col
umn c
ross
sect
ion.
D
eter
min
e val
ue o
f Fc'
from
tabl
e.
Tota
l des
ign
load
on
colu
mn
= cr
oss-
sect
iona
l are
a in
squa
re in
ches
tim
es F
c' va
lue.
E 2100
000
2000
000
-
4' -
4000
38
00
3600
34
00
3200
3000
28
00
2600
24
00
2200
2000
18
00
1600
14
00
1200
3600
34
00
3200
30
00
2800
26
00
2400
22
00
2000
18
00
1600
14
00 -
-
lid
~~~~
~
2 4
6 8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
3992
39
67
3923
38
57
3764
36
37
3472
32
63
3015
27
42
2464
21
98
1956
17
41
1553
13
90
1249
11
27
1021
92
8 84
7 77
6 71
3 37
93
3770
37
30
3671
35
88
3476
33
29
3143
29
21
2672
24
14
2163
19
31
1723
15
40
1381
12
42
1121
10
16
925
845
774
712
3593
35
73
3538
34
85
3411
33
12
3183
30
19
2820
25
96
2358
21
24
1903
17
03
1526
13
70
1234
11
15
1012
92
1 84
2 77
1 70
9 33
94
3376
33
45
3298
32
33
3146
30
32
2889
27
14
2513
22
97
2079
18
72
1680
15
09
1358
12
25
1108
10
06
917
838
769
707
3195
31
79
3151
31
10
3053
29
77
2879
27
54
2601
24
24
2230
20
30
1836
16
55
1490
13
44
1214
11
00
lo00
91
2 83
4 76
5 70
5
2995
29
81
2957
29
21
2872
28
06
2721
26
14
2482
23
27
2155
19
74
1795
16
25
1468
13
27
1202
10
91
993
906
829
762
702
2796
27
84
2763
27
32
2689
26
33
2561
24
69
2357
22
23
2073
19
12
1748
15
91
1443
13
08
1188
10
80
984
899
824
757
698
2597
25
86
2568
25
41
2505
24
58
2396
23
19
2225
21
12
1982
18
41
1695
15
51
1413
12
86
1171
10
67
974
891
818
752
694
2397
23
88
2373
23
50
2320
22
80
2229
21
65
2086
19
92
1883
17
62
1634
15
04
1378
12
60
1151
10
51
962
882
810
746
689
2198
21
90
2177
21
58
2133
21
00
2058
20
06
1942
18
65
1774
16
73
1563
14
49
1336
12
28
1126
10
33
947
870
801
739
683
1998
19
92
1981
17
98
1793
17
85
1599
15
95
1588
13
99
1396
13
91
1199
11
97
1193
3593
35
72
3534
33
94
3375
33
42
3195
31
78
3149
29
95
2980
29
55
1966
17
72
1578
13
84
1188
3479
32
92
3105
29
17
- 19
45
1756
15
65
1374
11
81
3401
32
24
3045
28
65
1918
18
85
1735
17
08
1549
15
28
1361
13
46
1172
11
61
1842
17
91
1729
16
56
1675
16
34
1586
15
29
1503
14
72
1435
13
92
1327
13
04
1277
12
46
1147
11
31
1112
10
90
3295
31
57
3131
30
10
2964
28
59
2795
27
04
2982
27
72
2538
22
94
2857
26
71
2461
22
38
2726
25
64
2377
21
75
2590
24
50
2286
21
06
1573
14
63
1342
12
09
1064
2056
20
16
1971
19
21
1482
13
85
1286
13
89
1310
12
26
1284
12
21
1154
11
66
1119
10
67
1035
10
01
964
1836
16
39
1465
18
08
1619
14
51
1776
15
96
1434
17
39
1569
14
14
1189
11
42
1083
10
11
923
1314
13
03
1290
12
76
- 1096
10
59
1013
95
4 88
0
1182
11
74
1164
11
53
- 10
10
929
981
907
944
878
896
839
834
789
1067
96
8 10
61
963
1054
95
7 10
46
951
856
838
815
784
743
880
877
872
867 - 790
775
757
732
698
804
80 1
797
793 - 730
718
703
683
656
737
734
73 1
728 -
675
666
654
638
615
677
675
673
670
2796
27
83
2761
27
28
2683
26
23
2546
24
48
2329
21
88
2030
18
63
1697
15
38
1392
12
59
1141
10
36
943
861
789
724
667
2596
25
85
2566
25
38
2500
24
49
2384
23
02
2201
20
81
1945
17
98
1648
15
02
1365
12
39
1126
10
24
934
854
783
720
663
2397
23
88
2371
23
48
2315
22
73
2219
21
51
2067
19
66
1851
17
24
1592
14
60
1333
12
15
1108
10
10
923
846
776
714
659
2197
21
90
2176
21
56
2130
20
95
2050
19
94
1926
18
43
1748
16
41
1527
14
10
1296
11
87
1086
99
4 91
0 83
5 76
8 70
8 65
4
1998
19
91
1980
19
64
1942
19
14
1878
18
33
1778
17
12
1635
15
47
1451
13
51
1250
11
52
1059
97
3 89
4 82
3 75
8 70
0 64
7 17
98
1793
17
84
1771
17
54
1731
17
03
1667
16
24
1573
15
12
1442
13
64
1281
11
95
1109
10
26
947
874
807
745
689
639
1599
. 159
4 15
87
1577
15
64
1546
15
24
1497
14
64
1425
13
79
1325
12
65
1198
11
28
1056
98
4 91
4 84
8 78
6 72
9 67
6 62
8 13
99
1396
13
90
1383
13
72
1359
13
43
1323
12
99
1270
12
36
1197
11
52
1101
10
47
989
930
871
813
758
706
658
613
216 UN
IT A
XIA
L S
TR
ESS
ES
- SP
AC
ED
CO
LU
MN
S, C
ON
DIT
ION
"a"
- Yd
from
2 t
o 46
~
~~
See i
nstr
uctio
ns fo
r use
of t
able
s on
page
210
. O
btai
n de
sign
valu
es fo
r E an
d Fc
from
the N
atio
nal D
esig
n Sp
ec$c
atio
n@ fo
r W
ood
Con
stru
ctio
n. M
odify
Fc f
or d
iffer
ent
load
dur
atio
n, if
app
licab
le (s
ee p
age
13).
Cal
cula
te l/d
whe
re l=
unsu
ppor
ted
leng
th o
f col
umn
in in
ches
and
d=a
pplic
able
leas
t act
ual d
imen
sion
of co
lum
n cro
ss se
ctio
n.
Det
erm
ine
valu
e of
Fc'
from
tabl
e.
Tot
al d
esig
n lo
ad o
n co
lum
n =
cros
s-se
ctio
nal a
rea
in s
quar
e in
ches
tim
es F
c' v
alue
.
E 1900
000
Fc+ -
3600
34
00
3200
30
00
2800
2600
24
00
2200
20
00
1800
1600
14
00
1200
10
00
I80
3400
32
00
3000
28
00
2600
2400
22
00
2000
18
00
1600
1400
12
00
1000
BO
O -
- 2
4 6
8 10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
3593
35
70
3531
34
72
3389
32
76
3128
29
41
2719
24
74
2225
19
86
1767
15
73
1404
12
57
1129
10
19
923
840
766
702
645
3393
33
73
3338
32
86
3213
31
14
2984
28
21
2624
24
03
2174
19
50
1742
15
55
1391
12
47
1122
10
13
919
836
764
700
643
3194
31
77
3146
31
00
3036
29
50
2837
26
94
2522
23
26
2117
19
09
1713
15
35
1376
12
36
1114
10
07
914
832
760
697
641
2995
29
79
2952
29
12
2857
27
82
2685
25
63
2413
22
41
2053
18
63
1680
15
11
1358
12
23
1104
10
00
908
828
757
694
639
2796
27
82
2759
27
24
2676
26
13
2530
24
25
2297
21
48
1983
18
11
1642
14
83
1338
12
08
1093
99
1 90
1 82
2 75
3 69
1 63
6
2596
25
85
2564
25
35
2494
24
40
2371
22
83
2175
20
47
1904
17
51
1598
14
51
1315
11
90
1079
98
1 89
3 81
6 74
7 68
7 63
3 23
97
2387
23
70
2345
23
11
2265
22
07
2134
20
45
1938
18
16
1683
15
47
1413
12
86
1169
10
63
968
884
808
742
682
629
2197
21
89
2175
21
54
2125
20
88
2041
19
81
1908
18
20
1718
16
06
1487
13
68
1252
11
44
1044
95
4 87
2 79
9 73
4 67
6 62
4 19
98
1991
19
79
1962
19
39
1909
18
70
1823
17
64
1693
16
11
1518
14
18
1314
12
11
1113
10
20
935
858
788
725
669
618
1798
17
93
1783
17
69
1751
17
27
1697
16
59
1613
15
58
1493
14
19
1337
12
50
1161
10
74
990
912
840
774
714
660
611
1599
15
94
1587
15
76
1562
15
43
1520
14
91
1456
14
14
1364
13
07
1243
11
73
1100
10
25
952
882
817
755
699
648
601
1399
13
96
1390
13
82
1371
13
57
1339
13
18
1292
12
62
1225
11
83
1135
10
82
1024
96
4 90
4 84
4 78
6 73
1 68
0 63
2 58
8 11
99
1197
11
93
1187
11
79
1169
11
56
1141
11
23
1101
10
76
1047
10
13
975
933
888
840
792
744
697
652
610
570
999
998
995
991
985
979
970
960
948
934
917
898
876
850
822
791
758
723
686
650
613
578
544
3393
33
72
3335
32
79
3201
30
95
2956
27
80
2571
23
41
2105
18
79
1673
14
90
1329
11
90
1070
96
5 87
4 79
5 72
6 66
5 61
1 31
94
3175
31
43
3094
30
25
2933
28
12
2659
24
75
2269
20
54
1843
16
47
1471
13
16
1180
10
62
959
870
792
723
663
609
2995
29
78
2950
29
07
2848
27
68
2664
25
32
2373
21
90
1996
18
02
1618
14
50
1301
11
69
1054
95
3 86
5 78
8 72
0 66
0 60
7 27
95
2781
27
56
2719
26
69
2600
25
12
2399
22
62
2104
19
31
1755
15
84
1426
12
83
1156
10
44
945
859
783
716
657
605
2596
25
84
2562
25
31
2488
24
30
2355
22
61
2145
20
09
1858
17
01
1545
13
97
1262
11
40
1032
93
6 85
2 77
7 71
2 65
3 60
2
2397
23
86
2368
23
42
2305
22
57
2195
21
16
2020
19
06
1777
16
39
1499
13
63
1237
11
22
1018
92
5 84
3 77
1 70
6 64
9 59
8 21
97
2188
21
73
2151
21
21
2081
20
30
1966
18
87
1793
16
85
1567
14
45
1323
12
07
1099
10
01
912
833
763
700
644
594
1998
19
90
1978
19
60
1935
19
03
1862
18
11
1748
16
72
1584
14
86
1381
12
74
1170
10
71
980
896
821
753
692
638
589
1798
17
92
1782
17
68
1748
17
22
1690
16
50
1600
15
41
1471
13
92
1306
12
16
1125
10
37
953
876
805
740
682
630
582
1598
. 15
94
1586
15
75
1559
15
40
1515
14
84
1446
14
01
1348
12
87
1219
11
45
1069
99
3 91
9 84
9 78
4 72
4 66
9 61
9 57
4
1399
13
95
1389
13
81
1369
13
54
1336
13
13
1285
12
52
1213
11
68
1117
10
60
1000
93
8 87
6 81
5 75
7 70
2 65
2 60
5 56
2 11
99
1197
11
92
1186
11
77
1167
11
54
1137
11
18
1095
10
68
1036
10
00
959
914
867
818
768
719
672
628
586
547
999
998
995
990
985
977
968
958
945
929
912
891
867
840
810
777
742
705
667
630
593
557
523
800
798
797
794
790
786
780
773
766
756
746
733
719
703
685
665
643
619
594
567
540
513
487
217
Fe*
3200
30
00
2800
26
00
2400
~~~
~~
UN
IT A
XIA
L S
TR
ESS
ES
- SP
AC
ED
CO
LU
MN
S, C
ON
DIT
ION
aaa
- l/d
from
2 t
o 46
Se
e ins
truc
tions
for u
se o
f tab
les o
n pa
ge 2
10.
Obt
ain
desi
gn v
alue
s for
E an
d Fc
from
the
Nat
iona
l Des
ign
Spec
$cat
ion@
for
Woo
d C
onst
ruct
ion.
Mod
ify F
c for
diff
eren
t lo
ad d
urat
ion,
if a
pplic
able
(see
pag
e 13
). C
alcu
late
Ild
whe
re 1 =
unsu
ppor
ted
leng
th o
f col
umn
in in
ches
and
d=
app
licab
le le
ast a
ctua
l dim
ensi
on of
colu
mn
cros
s se
ctio
n.
Det
erm
ine
valu
e of
Fc'
from
tabl
e.
2 4
6 8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
3194
31
74
3139
30
87
3013
29
14
2784
26
19
2423
22
07
1985
17
73
1579
14
06
1255
11
24
1010
91
1 82
6 75
1 68
5 62
8 57
7 29
94
2977
29
47
2901
28
38
2752
26
40
2498
23
27
2135
19
33
1736
15
53
1387
12
41
1114
10
02
906
821
747
683
626
575
2795
27
80
2754
27
14
2660
25
87
2491
23
70
2223
20
55
1875
16
94
1523
13
66
1226
11
02
994
899
816
743
679
623
573
2596
25
83
2560
25
27
2480
24
18
2338
22
36
2111
19
67
1808
16
46
1488
13
41
1207
10
88
983
891
810
738
675
620
570
2396
23
85
2366
23
38
2299
22
47
2180
20
96
1992
18
70
1733
15
90
1447
13
11
1185
10
72
971
881
802
733
671
616
567
Tot
al d
esig
n lo
ad o
n co
lum
n =
cros
s-se
ctio
nal a
rea
in s
quar
e in
ches
tim
es F
e' v
alue
.
1700
000
E - 22
00
2197
21
88
2172
21
48
2116
20
73
2018
19
49
1864
17
63
1649
15
25
1398
12
75
1159
10
52
956
870
793
725
665
611
564
2000
19
97
1990
19
77
1957
19
31
1897
18
52
1797
17
29
1647
15
53
1450
13
41
1232
11
26
1028
93
8 85
6 78
2 71
7 65
8 60
6 55
9 18
00
1798
17
92
1781
17
66
1745
17
17
1683
16
39
1586
15
22
1447
13
63
1272
11
79
1086
99
7 91
4 83
8 76
8 70
6 64
9 59
9 55
3 16
00
1598
15
93
1585
15
73
1557
15
36
1509
14
76
1435
13
87
1329
12
64
1191
11
15
1036
95
9 88
4 81
5 75
0 69
2 63
8 59
0 54
6 14
00
1399
13
95
1389
13
79
1367
13
51
1331
13
07
1277
12
42
1199
11
51
1096
10
36
973
909
845
784
726
673
623
577
536
I I
lid
I600
000
I I
2200
21
97
2187
21
70
2145
21
10
2064
20
05
1930
18
38
1729
16
07
1478
13
48
1224
11
08
1004
91
0 82
6 75
3 68
8 63
0 57
9 53
3 20
00
1997
19
89
1975
19
55
1926
18
89
1842
17
82
1708
16
20
1519
14
10
1297
11
86
1080
98
2 89
4 81
4 74
3 68
0 62
4 57
4 52
9 18
00
1798
17
91
1780
17
63
1741
17
12
1674
16
27
1569
15
00
1420
13
30
1235
11
39
1045
95
6 87
3 79
9 73
1 67
0 61
6 56
8 52
4 16
00
1598
15
93
1584
15
71
1554
15
31
1502
14
66
1423
13
70
1308
12
38
1161
10
81
1000
92
2 84
7 77
8 71
5 65
8 60
6 56
0 51
8 14
00
1399
13
95
1388
13
78
1365
13
48
1327
13
00
1268
12
29
1184
11
31
1073
10
09
943
877
813
752
694
641
593
549
509
1200
11
99
1196
11
91
1184
11
75
1162
11
47
1128
11
06
1079
10
47
1010
96
8 92
1 87
1 81
9 76
7 71
5 66
5 61
8 57
5 53
4 49
7 10
00
999
997
994
989
982
974
964
952
937
919
898
874
846
815
780
743
704
664
624
585
548
512
479
800
800
798
796
793
789
784
777
770
761
750
738
723
707
688
667
643
618
591
563
535
506
478
451
600
600
599
598
596
594
591
588
583
579
573
566
559
551
541
530
518
505
490
474
457
440
421
403
1200
10
00
800
600
3200
30
00
2800
26
00
2400
- 29
94
2396
1196
11
92
997
994
798
796
599
598
3172
31
35
2975
29
43
2779
27
51
2582
25
57
2384
23
64
1185
99
0 79
3 59
6
3079
28
94
2'109
25
22
2334
7
1176
98
4 79
0 59
4
3000
28
26
2650
24
72
2292
1165
97
6 78
5 59
2
2892
27
33
2571
24
05
2236
1151
96
6 77
9 58
8
275
1 26
12
2467
23
18
2164
- 1133
95
5 77
2 58
4
2573
24
58
2336
22
07
2072
- 1112
94
1 76
3 5 8
0
2365
22
75
2178
20
73
1960
- 1087
92
4 75
3 57
5
2138
20
73
2000
19
19
1829
- 1058
90
5 74
2 56
9
1912
18
66
1813
17
53
1685
-
1024
88
3 72
9 56
2
1699
16
67
1630
15
87
1537
-
985
941
857
828
713
696
554
545
1507
13
38
1484
13
22
1458
13
04
1428
12
82
1391
12
55
894
796
676
535
1192
11
80
1167
11
51
1131
- 844
76 1
655
524
1065
10
57
1047
10
35
1021
- 793
724
63 1
512
957
950
942
933
923 -
743
685
606
498
862
857
852
845
836 -
693
646
579
483
78 1
777
772
767
760 -
646
608
552
467
710
706
703
699
694 -
602
57 1
524
45 1
647
645
642
639
635 -
560
535
496
433
593
59 1
589
586
582 -
522
502
469
415
545
543
541
539
536
I I
217(
a)
UN
IT A
XIA
L ST
RESS
ES - SP
ACE
D C
OLU
MN
S, C
ON
DIT
ION
tta
tt - l/
d fr
om 2
to 4
6 Se
e ins
truct
ions
for u
se of
tabl
es o
n pa
ge 21
0. O
btai
n des
ign v
alue
s for
E an
d F,
from
the N
ario
nalD
esig
n Spe
cifi
cdon
afor
Woo
d Con
siru
nion
. Mod
ify F,
for
diffe
rent
lo
ad d
urat
ion,
if ap
plic
able
(see
page
13)
. Cal
cula
te I/d
whe
re l=
unsu
ppor
ted
leng
th of
colu
mn i
n inc
hes a
nd d=
appl
icab
le le
ast a
ctua
l dim
ensio
n of c
olum
n cro
ss se
ctio
n.
Det
erm
ine v
alue
of F
,' fro
m ta
ble.
rota
1 de
sign
load
on
colu
mn
= cr
oss-
sect
iona
l are
a in
squ
are
inch
es ti
mes
Fc'
val
ue.
5 !500
000
1400
000
-
Fc+ -
3000
28
00
2600
24
00
2200
2000
18
00
1600
14
00
1200
1000
80
0 60
0 40
0
2800
26
00
2400
22
00
2000
1800
16
00
1400
12
00
1000
80
0 60
0 40
0 -
-
-
Ild
2 4
6 8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
2994
29
74
2939
28
87
2813
27
12
2579
24
13
2217
20
05
1792
15
93
1413
12
55
1117
99
9 89
7 80
8 73
2 66
5 60
7 55
6 51
1 27
94
2777
27
47
2702
26
38
2552
24
39
2297
21
27
1939
17
46
1560
13
90
1238
11
06
990
890
803
728
662
604
554
509
2595
25
80
2555
25
16
2462
23
89
2294
21
74
2029
18
65
1693
15
23
1363
12
19
1092
98
0 88
2 79
7 72
3 65
8 60
2 55
1 50
7 23
96
2383
23
61
2329
22
84
2223
21
44
2044
19
23
1783
16
32
1479
13
32
1197
10
75
968
873
790
718
654
598
549
505
2197
21
86
2168
21
41
2103
20
54
1989
19
07
1807
16
91
1561
14
27
1294
11
69
1055
95
3 86
2 78
2 71
1 64
9 59
4 54
5 50
2
1997
19
88
1973
19
51
1921
18
81
1829
17
64
1683
15
88
1481
13
65
1249
11
36
1031
93
5 84
8 77
1 70
3 64
2 58
9 54
1 49
9 17
98
1791
17
79
1761
17
37
1705
16
64
1613
15
50
1475
13
88
1293
11
94
1095
10
00
912
831
758
692
634
582
536
494
1598
15
93
1583
15
69
1550
15
26
1495
14
56
1408
13
50
1283
12
08
1127
10
44
961
882
808
740
679
624
574
529
489
1399
13
94
1387
13
77
1362
13
44
1321
12
92
1257
12
15
1166
11
09
1046
97
9 91
1 84
3 77
8 71
7 66
1 60
9 56
2 52
0 48
1 11
99
1196
1\
91
1183
11
73
1160
11
43
1123
10
98
1069
10
34
994
949
899
846
792
738
685
636
589
546
507
471
999
997
993
988
981
972
961
948
932
912
890
863
833
799
762
722
682
640
600
560
523
488
455
800
798
796
793
788
783
776
768
758
746
733
717
699
678
655
630
603
575
545
516
487
458
431
600
599
598
596
593
590
587
582
577
571
564
556
547
536
524
511
497
481
464
446
427
408
389
400
400
399
398
397
396
394
392
390
388
385
381
378
374
369
364
358
352
345
338
330
321
312
2794
27
75
2743
26
94
2625
25
31
2407
22
52
2069
18
71
1673
14
86
1319
11
71
1043
93
2 83
7 75
5 68
3 62
1 56
7 51
9 47
7 25
95
2579
25
51
2509
24
51
2371
22
67
2136
19
79
1805
16
26
1454
12
96
1155
10
31
924
830
749
679
618
564
517
475
2396
23
82
2359
23
23
2274
22
08
2122
20
12
1880
17
30
1572
14
16
1269
11
35
1017
91
3 82
3 74
3 67
4 61
4 56
1 51
4 47
3 21
96
2185
21
65
2136
20
96
2041
19
71
1881
17
72
1646
15
09
1370
12
36
1112
10
00
901
813
736
669
610
557
511
471
1997
19
88
1971
19
48
1915
18
71
1814
17
43
1655
15
52
1437
13
16
1197
10
83
979
885
801
727
662
604
553
508
468
1798
17
90
1777
17
58
1732
16
97
1653
15
97
1528
14
46
1352
12
52
1148
10
48
953
865
786
716
653
597
547
503
464
1598
15
92
1582
15
67
1547
15
20
1486
14
43
1391
13
28
1255
11
75
1089
10
03
919
840
767
701
641
588
540
497
459
1399
13
94
1386
13
75
1360
13
40
1315
12
83
1245
11
99
1144
10
83
1016
94
6 87
5 80
6 74
1 68
1 62
6 57
6 53
1 49
0 45
3 11
99
1196
11
90
1182
11
71
1156
11
39
1116
10
90
1057
10
19
975
926
873
817
761
706
654
604
559
517
479
444
999
997
993
987
980
970
958
944
926
905
880
851
818
781
741
700
657
614
573
534
497
463
431
800
798
796
792
787
781
774
765
754
742
727
710
690
667
642
615
586
556
526
495
466
437
410
600
599
598
596
593
590
586
581
575
569
561
552
542
530
517
503
487
470
452
433
413
393
373
400
400
399
398
397
395
394
392
389
387
384
380
376
371
366
361
355
348
340
332
323
314
304
UN
IT A
XIA
L ST
RESS
ES - S
PACE
D C
OLU
MN
S, C
ON
DIT
ION
''all - l/
d fr
om 2
to 4
6 Se
e ins
truct
ions
for u
se of
tabl
es on
page
210.
Obt
ain d
esig
n val
ues f
or E
and
Fc fr
om th
e Nat
iona
l Des
ign
Spec
ifca
tion
@ for
Woo
d C
onst
ruct
ion.
Mod
ify F,
for
diffe
rent
lo
ad d
urat
ion,
if ap
plic
able
(see
page
13)
. Cal
cula
te I/d
whe
re l=
unsu
ppor
ted
leng
th of
colu
mn i
n in
ches
and d
=app
licab
le le
ast a
ctua
l dim
ensio
n of c
olum
n cro
ss se
ctio
n.
Det
erm
ine v
alue
of F
,' fro
m ta
ble.
Tot
al d
esig
n lo
ad o
n co
lum
n =
cros
s-se
ctio
nal a
rea
in s
quar
e in
ches
tim
es F
e' v
alue
.
E 1300
000
1200
000
-
2800
26
00
2400
22
00
2000
1800
16
00
1400
12
00
loo0
800
600
400
200
2600
24
00
2200
20
00
1800
1600
14
00
1200
lo
00
800
600
400
200 -
Ild
2 4
6 8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
2794
27
74
2738
26
85
2609
25
06
2369
21
99
2003
17
96
1594
14
08
1244
11
01
978
873
783
705
638
579
528
483
444
2594
25
77
2547
25
02
2438
23
50
2235
20
91
1921
17
37
1553
13
80
1224
10
87
968
866
777
701
634
577
526
482
443
2395
23
81
2355
23
17
2263
21
90
2095
19
75
1831
16
71
1506
13
48
1201
10
71
957
857
771
696
630
573
524
480
441
2196
21
84
2162
21
31
2086
20
27
1949
18
50
1731
15
95
1452
13
09
1174
10
51
942
846
763
689
626
570
520
477
439
1997
19
87
1969
19
43
1907
18
59
1797
17
18
1621
15
09
1387
12
62
1140
10
27
924
833
753
682
620
565
517
474
436
1797
17
89
1775
17
54
1726
16
88
1639
15
77
1501
14
12
1311
12
05
1098
99
6 90
2 81
7 74
0 67
2 61
2 55
9 51
2 47
0 43
3 15
98
1591
15
80
1564
15
42
1513
14
76
1429
13
71
1302
12
23
1136
10
47
958
873
795
724
660
602
551
506
465
429
1398
13
93
1385
13
73
1356
13
34
1307
12
72
1230
11
79
1120
10
53
982
908
836
767
702
643
589
541
498
459
424
1199
11
95
1189
11
80
1168
11
53
1133
11
09
1079
10
44
1002
95
4 90
1 84
4 78
6 72
8 67
2 62
0 57
1 52
7 48
6 45
0 41
6 99
9 99
7 99
2 98
6 97
8 96
8 95
5 93
9 91
9 89
6 86
8 83
7 80
0 76
1 71
8 67
4 63
0 58
6 54
5 50
6 47
0 43
6 40
5
799
798
795
791
786
780
772
762
750
736
720
701
. 67
9 65
5 62
7 59
8 56
7 53
5 50
4 47
3 44
3 41
4 38
8 60
0 59
9 59
7 59
5 59
2 58
9 58
4 57
9 57
3 56
6 55
7 54
8 53
6 52
4 51
0 49
4 47
6 45
8 43
8 41
8 39
7 37
7 35
6 40
0 39
9 39
9 39
8 39
7 39
5 39
3 39
1 38
8 38
6 38
2 37
8 37
4 36
9 36
3 35
7 35
0 34
3 33
4 32
5 31
6 30
6 29
5 20
0 20
0 20
0 19
9 19
9 19
9 19
8 19
8 19
7 19
7 19
6 19
5 19
4 19
3 19
2 19
0 18
9 18
8 18
6 18
4 18
2 18
0 17
8
2594
25
75
2542
24
93
2422
23
25
2197
20
38
1855
16
62
1474
13
02
1149
10
17
2395
23
79
2351
23
09
2250
21
69
2063
19
30
1774
16
04
1434
12
74
1130
10
04
2196
21
82
2159
21
24
2076
20
10
1923
18
14
1683
15
37
1387
12
41
1107
98
7 19
96
1985
19
66
1938
18
98
1845
17
76
1688
15
82
1460
13
31
1201
10
79
967
1797
17
88
1773
17
50
1719
16
77
1623
15
54
1470
13
72
1264
11
52
1043
94
1
1598
15
91
1579
15
61
1537
15
05
1463
14
11
1347
12
70
1184
10
92
999
909
1398
13
93
1384
13
70
1352
13
28
1298
12
59
1212
11
56
1091
10
19
943
866
1199
11
95
1188
11
78
1165
11
48
1127
11
00
1067
10
27
981
928
871
811
999
996
992
985
976
965
950
933
911
885
855
819
780
736
799
798
795
791
785
778
769
758
745
730
712
691
666
639
600
599
597
595
592
588
583
577
571
563
553
542
530
516
400
399
399
398
396
395
393
390
387
384
380
376
371
366
200
200
200
199
199
199
198
198
197
196
195
194
193
192
~
904
806
894
799
882
790
867
779
849
766
825
748
793
724
750
691
691
645
610
578
500
483
360
353
191
190
723
717
71 1
702
692
679
66 1
635
599
545
464
345
188
65 1
647
642
635
627
617
603
584
556
512
443
337
186
589
585
581
577
570
562
552
537
514
480
422
327
184
535
488
532
486
529
483
525
480
520
476
514
471
505
464
494
455
476
441
448
418
401
380
318
307
182
180
446
445
443
440
437
433
427
420
408
390
358
296
178
410
409
407
405
402
399
394
388
379
364
338
285
175
217(
c)
UN
IT A
XIA
L ST
RESS
ES - S
PACE
D C
OLU
MN
S, C
ON
DIT
ION
"a"
- I/d f
rom
2 t
o 46
Se
e ins
truct
ions
for u
se o
f tab
les o
n pa
ge 21
0. O
btai
n des
ign v
alue
s for
E an
d Fc
from
the N
atio
nal D
esig
n Sp
ecif
catio
n@ for
Woo
d C
onst
ruct
ion.
Mod
ify F
c for
diffe
ren1
lo
ad d
urat
ion,
if ap
plic
able
(see
page
13)
. Cal
cula
te l/
d whe
re l=
unsu
ppor
ted
leng
th of
colu
mn i
n in
ches
and d
=ap
plic
able
leas
t act
ual d
imen
sion o
f col
umn c
ross
sect
ion.
D
eter
min
e val
ue of
Fc'
from
tabl
e.
Tota
l des
ign
load
on
colu
mn
= cr
oss-
sect
iona
l am
in s
quar
e inc
hes t
imes
Fe'
valu
e.
E 1100
000
1OOO
OOO
9000
00
Fc+ -
1800
16
00
1400
12
00
1000
800
600
400
200
2000
18
00
1600
14
00
1200
1000
80
0 60
0 40
0 20
0
1600
14
00
1200
10
00
800
600
400
200 -
-
I/d
2 4
6 8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
1797
17
87
1770
15
98
1590
15
77
1398
13
92
1382
11
99
1194
11
87
999
996
991
799
797
794
600
599
597
400
399
399
200
200
200
1745
17
11
1664
16
03
1526
14
32
1325
12
09
1094
15
57
1530
14
95
1448
13
89
1317
12
33
1140
10
42
1368
13
47
1321
12
87
1244
11
91
1128
10
56
978
1176
11
62
1143
11
19
1089
10
52
lo08
95
6 89
8 98
4 97
4 96
1 94
5 92
5 90
1 87
2 83
8 79
9
790
784
776
766
754
739
722
702
678
594
591
587
581
575
567
559
548
536
397
396
394
392
389
386
383
378
374
199
199
199
198
197
197
196
195
194
983
883
792
712
946
856
772
698
898
820
746
678
836
773
710
651
755
708
660
612
651
621
589
555
522
506
489
469
368
362
355
347
193
191
190
188
642
63 1
617
596
566
520
448
339
187
581
528
481
439
403
371
573
521
475
435
400
368
561
512
468
430
395
364
546
500
459
422
389
359
522
482
444
411
380
352
486
453
422
392
365
340
427
404
382
360
339
318
329
319
308
297
285
273
185
183
181
178
175
173
1996
19
82
1797
17
86
1597
15
89
1398
13
91
1198
11
94
999
996
799
797
600
598
400
399
200
200
1959
17
67
1574
13
80
1186
990
794
596
398
200
1924
18
75
1739
17
00
1553
15
22
1364
13
42
1174
11
58
982
971
789
782
594
590
397
396
199
199
1808
17
19
1608
14
78
1337
11
95
1062
16
48
1578
14
91
1386
12
69
1147
10
28
1482
14
29
1363
12
82
1188
10
88
986
1312
12
73
1224
11
64
1094
10
15
932
1137
11
09
1075
10
33
983
926
862
957
939
917
889
856
817
774
773
762
749
732
713
689
663
585
579
572
564
554
542
528
394
391
388
385
381
376
371
198
198
197
196
195
194
193
942
918
888
848
796
726
632
5 12
364
192
836
745
666
820
733
657
798
717
645
769
696
630
730
667
608
675
625
576
599
564
528
494
475
453
357
350
341
191
189
187
598
591
5 82
570
554
530
492
430
33 1
185
539
488
443
405
371
340
534
484
440
402
368
339
527
479
436
399
366
337
518
472
431
394
362
334
505
462
423
388
357
329
487
447
411
379
350
324
457
424
393
364
338
314
407
384
360
338
317
297
320
309
297
285
272
259
183
181
178
175
172
169
1597
15
88
1571
15
47
1513
14
66
1406
13
30
1238
11
35
1027
92
2 82
4 73
6 65
8 59
0 53
1 48
0 43
5 39
6 36
2 33
1 30
5 13
98
1391
13
78
1360
13
34
1300
12
56
1200
11
31
1052
96
6 87
7 79
2 71
3 64
1 57
8 52
2 47
3 42
9 39
1 35
8 32
9 30
2 11
98
1193
11
84
1171
11
53
1128
10
97
1058
10
10
953
888
819
749
682
618
561
509
463
422
385
353
325
299
999
995
989
980
968
952
931
905
874
836
792
743
690
637
585
536
490
448
410
376
346
319
294
799
797
793
787
780
770
757
742
723
701
674
643
609
573
535
497
460
425
392
362
335
310
287
600
598
596
593
589
583
577
569
559
547
534
518
500
479
457
433
409
384
360
336
314
293
273
400
399
398
397
395
393
390
387
383
378
373
367
360
351
342
332
321
309
297
284
270
257
243
200
200
200
199
199
198
198
197
196
195
194
192
191
189
188
185
183
181
178
175
172
168
165
218
!100
000
LOO
0000
UNIT
AX
IAL
STRE
SSES
- SPA
CED
CO
LUM
NS,
CO
ND
ITIO
N "
a" - I
/d f
rom
46
to 8
0 Se
e ins
truct
ions
for u
se of
tabl
es on
page
210.
Obt
ain d
esig
n val
ues f
or E
and
Fc fr
om th
e Nat
iona
l Des
ign
Spec
ifca
rion
@ for
Woo
d C
onst
ruct
ion.
Mod
ify Fc
for d
iffer
ent
oad d
urat
ion,
if ap
plic
able
(see
page
13)
. Cal
cula
te l/d
whe
re 1 =
unsu
ppor
ted
leng
th of
colu
mn i
n in
ches
and d
=app
licab
le le
ast a
ctua
l dim
ensio
n of c
olum
n cro
ss se
ctio
n.
Det
erm
ine v
alue
of F
c' fr
om ta
ble.
Fc*
4000
38
00
3600
34
00
3200
3000
28
00
2600
24
00
2200
2000
18
00
1600
14
00
1200
3600
34
00
3200
30
00
2800
26
00
2400
22
00
2000
18
00
1600
14
00
rota
1 de
sign
load
on
colu
mn
= cr
oss-
sect
iona
l are
a in
squa
re in
ches
tim
es F
c' va
lue.
lld
46
48
50
52
54
56
58
60
62
64
66
68
70
72
74
76
78
80
713
658
608
564
712
656
607
563
709
655
606
562
707
653
604
560
705
650
602
559
702
648
600
557
698
645
598
555
694
642
595
553
689
637
591
550
683
633
587
546
675
626
582
542
666
619
576
537
654
609
568
530
638
595
557
521
615
577
541
508
524
523
522
521
520
518
517
5 15
512
509
506
501
496
488
477
489
456
427
401
377
355
335
488
456
427
400
376
354
334
487
455
426
400
376
354
334
486
454
425
399
375
353
333
485
453
425
398
375
353
333
484
452
424
398
374
352
332
482
451
422
397
373
351
332
480
449
421
396
372
351
331
478
448
420
394
371
350
330
476
446
418
393
370
348
329
473
443
416
391
368
347
328
469
440
413
388
366
345
326
464
436
409
385
363
343
324
458
430
405
381
360
340
321
449
422
398
376
355
336
318
316
316
315
315
315
314
3 14
3 13
312
311
310
309
307
305
301
299
299
298
298
298
297
297
296
296
295
294
292
29 1
28
9 28
6
283
283
283
282
282
282
28 1
28 1
280
279
279
278
276
274
272
269
255
243
269
255
243
268
255
243
268
255
242
268
254
242
267
254
242
267
254
242
267
253
241
266
253
241
265
252
240
265
252
240
264
251
239
262
250
238
261
248
236
258
246
235
677
625
578
536
498
465
434
406
381
358
337
318
301
284
270
256
243
231
675
623
576
535
497
464
433
406
381
358
337
318
300
284
269
256
243
231
673
621
575
533
496
463
432
405
380
357
336
317
300
284
269
255
243
231
670
619
573
532
495
462
431
404
379
357
336
317
299
283
269
255
242
231
667
616
571
530
493
460
430
403
378
356
335
316
299
283
268
255
242
230
663
613
568
528
491
459
429
402
377
355
334
316
298
282
268
254
242
230
659
610
565
525
489
457
427
401
376
354
334
315
298
282
267
254
241
230
654
605
562
522
487
455
425
399
375
353
333
314
297
281
267
253
241
229
647
600
557
518
484
452
423
397
373
351
331
313
296
280
266
252
240
228
639
593
551
514
480
449
420
395
371
349
330
311
295
279
265
252
239
228
628
584
544
508
474
444
417
391
368
347
327
310
293
278
264
250
238
227
613
572
534
499
468
438
412
387
365
344
325
307
291
276
262
249
237
226
UN
IT A
XIA
L ST
RESS
ES - S
PACE
D C
OLU
MN
S, C
ON
DIT
ION
"a"
- I/d
fro
m 4
6 to
80
See i
nstru
ctio
ns fo
r use
of t
able
s on p
age 2
10.
Obt
ain d
esig
n val
ues f
or E
and
F, fro
m th
e Nur
ionu
l Des
ign
Spec
iJic
utio
n'fo
r W
ood
Con
srru
crio
n. M
odify
F, f
or di
ffere
nt
load
dura
tion,
if ap
plic
able
(see
page
13).
Calc
ulat
e l/d
whe
re 1 =
unsu
ppor
ted
leng
th of
colu
mn i
n in
ches
and d
=app
licab
le le
ast a
ctua
l dim
ensio
n of c
olum
n cro
ss se
ctio
n.
Det
erm
ine v
alue
of F
a' fro
m ta
ble.
Tot
al d
esig
n lo
ad o
n co
lum
n =
cros
s-se
ctio
nal a
rea
in s
quar
e in
ches
tim
es F
,' va
lue.
E 1900
00C
1800
000
3600
34
00
3200
30
00
2800
2600
24
00
2200
20
00
1800
1600
14
00
1200
10
00
3400
32
00
3000
28
00
2600
2400
22
00
2000
18
00
1600
1400
12
00
1000
80
0 -
-
Ild
46
48
50
52
54
56
58
60
62
64
66
68
70
72
74
76
78
80
645
595
550
643
593
549
641
592
547
639
590
546
636
587
544
633
585
542
629
581
539
624
577
536
618
573
532
611
566
526
601
559
520
588
548
511
570
533
499
544
511
481
510
509
508
506
505
503
501
498
495
490
485
478
467
452
474
473
472
47 1
470
468
466
464
46 1
45 8
453
447
438
426
442
44 1
440
439
43 8
437
435
433
43 1
428
424
419
411
401
413
412
41 1
41 1
410
408
407
405
403
40 I
397
393
387
378
387
363
386
362
385
361
385
361
384
360
383
359
381
358
380
357
378
355
376
353
373
351
369
348
364
343
356
337
341
340
340
339
339
338
337
336
334
333
33 1
328
324
318
~ ~~
~~
321
303
286
270
256
243
231
220
320
302
286
270
256
243
231
220
320
302
285
270
256
243
231
219
320
301
285
270
255
242
230
219
319
301
284
269
255
242
230
219
318
300
284
269
255
242
230
219
317
300
283
268
254
241
229
218
316
299
282
267
254
241
229
218
315
298
282
267
253
240
228
217
314
296
280
266
252
239
228
217
312
295
279
264
251
238
227
216
310
293
277
263
249
237
226
215
306
290
275
260
247
235
224
213
301
285
271
257
244
233
222
211
611
564
609
562
607
560
605
558
602
556
598
553
594
549
589
545
582
540
574
533
562
523
547
510
523
491
487
461
521
520
518
517
515
512
509
506
501
496
488
477
461
436
483
482
48 1
47
9 47
8
476
473
470
467
462
455
446
433
412
449
419
391
366
343
323
304
287
271
448
418
390
366
343
322
304
286
271
447
417
390
365
342
322
303
286
270
446
416
389
364
342
321
303
285
270
445
415
388
363
341
321
302
285
269
443
413
386
362
340
320
301
284
269
441
412
385
361
339
319
300
284
268
438
409
383
359
337
318
299
283
267
435
407
381
357
336
316
298
282
266
431
403
378
355
334
314
296
280
265
426
399
374
351
331
312
294
278
263
418
392
369
347
327
308
291
276
261
407
383
361
340
321
303
287
272
258
389
368
348
329
311
295
280
266
252
256
256
256
255
255
254
254
253
252
25 1
250
248
245
240
243
243
242
242
242
24 1
24 1
240
239
238
237
235
232
228
230
230
230
230
229
229
228
228
227
226
225
223
221
217
219
208
219
208
218
208
218
208
218
207
218
207
217
207
217
206
216
206
215
205
214
204
213
203
211
201
207
198
218(
b)
1700
000
UNIT
AX
IAL
STRE
SSES
- SPA
CED
CO
LUM
NS,
CO
ND
ITIO
N ''
a''
- l/d
from
46
to 8
0 Se
e ins
truct
ions
for u
se o
f tab
les o
n pag
e 210
. O
btai
n des
ign v
alue
s for
E an
d Fc
from
the N
atio
nal D
esig
n Sp
ecifi
catio
n" fo
r W
ood
Con
stru
ctio
n. M
odify
Fc f
or di
ffere
nt
load d
urat
ion,
if ap
plic
able
(see
page
13)
. Cal
cula
te I/
d whe
re 1 =
unsu
ppor
ted
leng
th of
col
umn i
n in
ches
and d
=app
licab
le le
ast a
ctua
l dim
ensio
n of c
olum
n cro
ss se
ctio
n.
Det
erm
ine v
alue
of F
,' fro
m ta
ble.
Ild
Fc+
46
48
50
52
54
56
58
60
62
64
66
68
70
72
74
76
78
80
3200
57
7 53
2 49
2 45
6 42
4 39
5 36
9 34
6 32
4 30
5 28
7 27
1 25
6 24
2 22
9 21
8 20
7 19
7 30
00
575
531
491
455
423
395
369
345
324
304
287
270
255
242
229
217
207
196
2800
57
3 52
9 48
9 45
4 42
2 39
4 36
8 34
5 32
3 30
4 28
6 27
0 25
5 24
1 22
9 21
7 20
6 19
6 26
00
570
527
487
452
421
393
367
344
323
303
286
270
255
241
228
217
206
196
2400
56
7 52
4 48
5 45
1 41
9 39
1 36
6 34
3 32
2 30
3 28
5 26
9 25
4 24
1 22
8 21
6 20
6 19
6
2200
56
4 52
1 48
3 44
9 41
8 39
0 36
5 34
2 32
1 30
2 28
4 26
8 25
4 24
0 22
8 21
6 20
5 19
5 20
00
559
517
480
446
415
388
363
340
320
301
283
267
253
239
227
216
205
195
1800
55
3 51
3 47
6 44
3 41
3 38
6 36
1 33
8 31
8 29
9 28
2 26
6 25
2 23
9 22
6 21
5 20
4 19
5 16
00
546
506
471
438
409
383
358
336
316
298
281
265
251
238
225
214
204
194
1400
53
6 49
8 46
4 43
3 40
4 37
9 35
5 33
3 31
4 29
5 27
9 26
4 24
9 23
6 22
4 21
3 20
3 19
3
1200
52
2 48
7 45
5 42
5 39
8 37
3 35
0 32
9 31
0 29
2 27
6 26
1 24
7 23
5 22
3 21
2 20
1 19
2 10
00
502
470
441
413
388
365
343
323
305
288
272
258
244
232
220
210
200
190
800
469
443
418
395
372
351
332
314
297
281
266
252
240
228
217
206
197
188
600
415
397
379
362
344
328
312
296
282
268
255
243
231
220
210
201
192
183
1600
000
3200
54
5 50
2 46
4 43
0 40
0 37
3 34
8 32
6 30
6 28
7 27
0 25
5 24
1 22
8 21
6 20
5 19
5 18
5 30
00
543
501
463
429
399
372
348
325
305
287
270
255
241
228
216
205
195
185
2800
54
1 49
9 46
2 42
8 39
8 37
1 34
7 32
5 30
5 28
6 27
0 25
4 24
0 22
7 21
6 20
5 19
4 18
5 26
00
539
497
460
427
397
370
346
324
304
286
269
254
240
227
215
204
194
185
2400
53
6 49
5 45
8 42
5 39
6 36
9 34
5 32
3 30
3 28
5 26
9 25
4 24
0 22
7 21
5 20
4 19
4 18
4
2200
53
3 49
2 45
6 42
4 39
4 36
8 34
4 32
2 30
3 28
5 26
8 25
3 23
9 22
6 21
5 20
4 19
4 18
4 20
00
529
489
453
421
392
366
343
321
301
284
267
252
238
226
214
203
193
184
1800
52
4 48
5 45
0 41
8 39
0 36
4 34
1 32
0 30
0 28
2 26
6 25
1 23
8 22
5 21
3 20
3 19
3 18
3 16
00
518
480
446
415
387
362
339
318
298
281
265
250
237
224
213
202
192
183
1400
50
9 47
3 44
0 41
0 38
3 35
8 33
6 31
5 29
6 27
9 26
3 24
9 23
5 22
3 21
2 20
1 19
1 18
2
1200
49
7 46
3 43
2 40
3 37
7 35
3 33
1 31
1 29
3 27
6 26
1 24
7 23
4 22
1 21
0 20
0 19
0 18
1 10
00
479
448
419
393
369
346
325
306
289
273
258
244
231
219
208
198
188
180
800
451
425
400
377
355
335
316
298
282
266
252
239
227
216
205
195
186
177
600
403
384
366
348
330
314
298
283
269
255
243
231
220
209
199
190
181
173
218(
c)
UN
IT A
XIA
L ST
RESS
ES - S
PAC
ED C
OLU
MN
S, C
ON
DIT
ION
I1a"
- Vd
from
46
to 8
0 Se
e ins
truct
ions
for u
se of
tabl
es on
page
210.
Obt
ain d
esig
n val
ues f
or E
and
Fc fr
om th
e Nat
iona
l De
sig
n Sp
ecif
cati
on@
for
Woo
d Com
fru
crio
n. M
odify
F, f
or di
ffere
nt
load
dura
tion,
if ap
plic
able
(see
page
13)
. Cal
cula
te l/
d whe
re I=
unsu
ppor
ted
leng
th o
f col
umn i
n in
ches
and d
=app
licab
le le
ast a
ctua
l dim
ensio
n of c
olum
n cro
ss se
ctio
n.
Det
erm
ine v
alue
of F
,' fro
m ta
ble.
Tot
al d
esig
n lo
ad o
n co
lum
n =
cros
s-se
ctio
nal a
rea
in s
quar
e in
ches
tim
es F
; va
lue.
E -
1500
000
1400
000
-
- -
F=* -
3000
28
00
2600
24
00
2200
2000
18
00
1600
14
00
1200
lo00
80
0 60
0 40
0
2800
26
00
2400
22
00
2000
1800
16
00
1400
12
00
1000
80
0 60
0 40
0 -
Ild
46
48
50
52
54
56
58
60
62
64
66
68
70
72
74
76
78
80
511
471
435
404
375
350
326
306
287
269
254
239
226
214
203
192
183
174
509
469
434
403
374
349
326
305
286
269
253
239
226
213
202
192
182
173
507
468
433
401
373
348
325
304
286
268
253
238
225
213
202
192
182
173
505
466
431
400
372
347
324
304
285
268
252
238
225
213
202
191
182
173
502
464
429
398
371
346
323
303
284
267
252
238
224
212
201
191
182
173
499
461
427
396
369
344
322
302
283
266
251
237
224
212
201
191
181
173
494
457
424
394
367
343
321
300
282
265
250
236
223
211
200
190
181
172
489
453
420
391
364
340
319
299
281
264
249
235
222
211
200
190
180
172
481
446
415
387
361
337
316
297
279
263
248
234
221
210
199
189
180
171
471
438
408
381
356
333
312
293
276
260
246
232
220
208
198
188
179
170
455
425
398
372
349
327
307
289
272
257
243
230
218
206
196
186
177
169
431
405
381
358
337
317
299
282
266
252
238
226
214
203
193
184
175
167
389
370
351
333
316
299
284
269
255
242
230
218
208
198
188
179
171
164
312
302
292
282
271
261
250
240
230
220
211
202
193
185
177
170
163
156
477
439
406
377
350
326
305
285
268
251
237
223
211
199
189
179
170
162
475
438
405
376
349
326
304
285
267
251
236
223
211
199
189
179
170
162
473
436
404
374
348
325
303
284
266
251
236
223
210
199
189
179
170
162
471
434
402
373
347
324
302
283
266
250
235
222
210
199
188
179
170
162
468
432
400
371
346
322
301
282
265
249
235
222
209
198
188
178
169
161
464
429
397
369
344
321
300
281
264
248
234
221
209
198
187
178
169
161
459
425
394
367
342
319
298
280
263
247
233
220
208
197
187
177
169
160
453
420
390
363
338
316
296
278
261
246
232
219
207
196
186
177
168
160
444
413
384
358
334
313
293
275
259
244
230
217
206
195
185
176
167
159
431
402
375
350
328
308
289
271
256
241
228
215
204
193
183
174
166
158
410
385
361
339
318
299
282
265
250
236
224
212
201
191
181
172
164
156
373
354
335
317
300
284
269
254
241
228
217
206
195
186
177
169
161
154
304
294
283
272
261
251
240
230
220
210
201
192
183
175
168
160
153
147
218(
d)
UN
IT A
XIA
L ST
RESS
ES - S
PACE
D C
OLU
MN
S, C
ON
DIT
ION
llall
- I/d
fro
m 4
6 to
80
See i
nstru
ctio
ns fo
r use
of ta
bles
on pa
ge 21
0. O
btai
n des
ign v
alue
s for
E an
d Fc
from
the N
atio
nal D
esig
n Sp
ecif
catio
n@ for
Woo
d Con
stru
ctio
n. M
odify
Fc f
or di
ffere
nt
load
dura
tion,
if ap
plic
able
(see
page
13)
. Cal
cula
te l/d
whe
re 1 =
unsu
ppor
ted
leng
th of
colu
mn
in in
ches
and d
=app
licab
le le
ast a
ctua
l dim
ensio
n of c
olum
n cro
ss se
ctio
n.
Det
erm
ine v
alue
of F
c' fr
om ta
ble.
Tot
al d
esig
n lo
ad o
n co
lum
n =
cros
s-se
ctio
nal a
rea
in s
quar
e in
ches
tim
es F
c' v
alue
.
E 1300
000
-
1200
000
-
%+ -
2800
26
00
2400
22
00
2000
1800
16
00
1400
12
00
1000
800
600
400
200
2600
24
00
2200
20
00
1800
1600
14
00
1200
lo
00
800
600
400
200 -
-
lid
46
48
50
52
54
56
58
60
62
64
66
68
70
72
74
76
78
80
444
409
378
351
326
304
283
265
249
234
220
208
196
185
176
167
158
151
443
408
377
350
325
303
283
265
248
233
220
207
196
185
176
167
158
150
441
407
376
349
324
302
282
264
248
233
219
207
196
185
175
166
158
150
439
405
375
348
323
301
282
264
247
233
219
207
195
185
175
166
158
150
436
403
373
346
322
300
281
263
247
232
218
206
195
184
175
166
158
150
433
400
371
344
320
299
280
262
246
231
218
206
194
184
174
165
157
150
429
397
368
342
319
297
278
261
245
230
217
205
194
183
174
165
157
149
424
393
364
339
316
295
276
259
243
229
216
204
193
183
173
164
156
149
416
386
359
335
312
292
274
257
241
227
214
203
192
182
172
164
156
148
405
377
352
328
307
288
270
254
239
225
212
201
190
180
171
162
155
147
388
363
340
318
299
281
264
248
234
221
209
198
188
178
169
161
153
146
356
337
318
300
284
268
253
239
226
214
203
193
183
174
165
158
150
143
295
284
273
262
250
239
229
218
208
199
190
181
173
165
158
151
144
138
178
175
173
170
167
164
160
157
153
150
146
142
138
134
130
126
122
118
410
378
349
324
301
280
262
245
230
216
203
192
181
171
162
154
146
139
409
377
348
323
300
280
261
244
229
215
203
191
181
171
162
154
146
139
407
375
347
322
299
279
261
244
229
215
203
191
180
171
162
154
146
139
405
373
346
321
298
278
260
243
228
215
202
191
180
170
162
153
146
139
402
371
344
319
297
277
259
242
228
214
202
190
180
170
161
153
145
138
399
369
341
317
295
276
258
241
227
213
201
190
179
170
161
153
145
138
394
365
338
315
293
274
256
240
225
212
200
189
178
169
160
152
145
138
388
360
334
311
290
271
254
238
224
211
199
188
178
168
159
151
144
137
379
352
328
306
286
267
251
235
222
209
197
186
176
167
158
150
143
136
364
340
318
298
279
262
246
231
218
206
194
184
174
165
157
149
142
135
338
319
300
283
266
251
237
223
211
200
189
179
170
162
154
146
139
133
285
273
261
250
238
227
216
206
196
187
178
170
162
154
147
141
134
128
175
173
170
167
163
160
156
152
148
144
140
136
132
128
124
120
116
112
218(
e)
E 1
1m
IOOO
OOO
?m
UN
IT A
XIA
L ST
RESS
ES - S
PACE
D C
OLU
MN
S, C
ON
DIT
ION
"a"
- l/d
fro
m 4
6 to
80
Ft+
1800
16
00
1400
12
00
lo00
800
600
400
200
2000
18
00
1600
14
00
1200
lo00
80
0 60
0 40
0 20
0
1600
14
00
1200
lo
00
800
600
400
200
See i
nstru
ctio
ns fo
r use
of ta
bles
on p
age 2
10.
Obt
ain d
esig
n val
ues f
or E
and
F, f
rom
the N
atio
nal D
esig
n Sp
eciJ
icat
ion"
for
Woo
d C
onst
ruct
ion.
Mod
ify F
, for
diffe
rent
lo
ad d
urat
ion,
if ap
plic
able
(see
page
13)
. Cal
cula
te l/
d whe
re l=
unsu
ppor
ted
leng
th of
colu
mn i
n in
ches
andd
=app
licab
le le
ast a
ctua
l dim
ensio
n of c
olum
n cro
ss se
ctio
n.
Det
erm
ine v
alue
of F
,' fro
m ta
ble.
Toh
l des
ign
load
on
colu
mn
= cr
oss-
sect
iona
l are
a in
squ
are
inch
es ti
mes
Fc'
val
ue. Ild
46
48
50
52
54
56
58
60
62
64
66
68
70
72
74
76
78
80
371
342
316
294
273
255
238
223
209
197
185
175
165
156
148
140
133
127
368
340
315
292
272
254
237
222
208
196
185
174
165
156
148
140
133
127
364
337
312
290
270
252
236
221
207
195
184
174
164
155
147
140
133
126
359
333
309
287
268
250
234
219
206
194
183
173
163
155
147
139
132
126
352
326
304
283
264
247
231
217
204
192
181
171
162
154
146
138
132
125
340
317
295
276
258
242
227
214
201
190
179
169
160
152
144
137
131
124
318
299
281
264
248
233
220
207
196
185
175
166
157
149
142
135
129
123
273
261
248
237
225
214
203
193
184
174
166
158
150
143
137
130
124
119
173
170
166
163
159
155
151
147
143
139
134
130
126
122
117
113
109
105
340
339
337
334
329
324
314
297
259
169
314
312
311
308
305
300
292
278
246
166
290
269
250
233
218
204
191
180
169
159
151
142
135
128
122
116
289
268
249
232
217
203
191
179
169
159
150
142
135
128
122
116
287
267
248
231
216
202
190
179
168
159
150
142
134
128
121
115
285
265
247
230
215
202
189
178
168
158
149
141
134
127
121
115
283
263
245
228
214
200
188
177
167
157
149
141
134
127
121
115
278
259
242
226
212
199
187
176
166
156
148
140
133
126
120
114
272
254
237
222
208
196
184
173
164
155
146
139
132
125
119
113
260
244
229
215
202
191
180
170
160
152
144
137
130
123
118
112
234
222
210
199
189
179
170
161
153
146
138
132
125
120
114
109
162
158
154
150
145
141
136
132
127
123
119
114
110
106
102
98
305
302
299
294
287
273
243
165
281
279
276
273
266
255
230
161
260
241
258
240
256
238
253
235
248
231
239
223
218
206
157
152
224
223
22 1
219
216
209
195
148
~~
209
195
183
171
161
152
143
135
128
121
115
109
104
208
194
182
171
161
151
143
135
128
121
115
109
104
207
193
181
170
160
151
142
134
127
121
114
109
104
205
192
180
169
159
150
141
134
127
120
114
108
103
202
189
177
167
157
148
140
132
126
119
113
108
102
196
184
173
163
154
146
138
131
124
118
112
106
101
184
174
165
156
148
140
133
126
120
114
109
104
99
143
138
134
129
124
119
115
110
106
102
98
94
91
219
See i
nstru
ctio
ns fo
r use
of ta
bles
on pa
ge 21
0. O
btai
n des
ign v
alue
s for
E an
d Fc
from
the N
atio
nal D
esig
n Sp
ecQ
icat
ion"
for
Woo
d C
onst
ruct
ion.
Mod
ify F
c for
diffe
rent
lo
ad du
ratio
n, if
appl
icab
le (s
ee pa
ge 1
3). C
alcu
late
l/d
whe
re 1 =
unsu
ppor
ted
leng
th of
colu
mn i
n inc
hes a
nd d=
appl
icab
le le
ast a
ctua
l dim
ensio
n of c
olum
n cro
ss se
ctio
n.
Det
erm
ine v
alue
of F
c' fr
om ta
ble.
Tot
al d
esig
n lo
ad o
n co
lum
n =
cros
s-se
ctio
nal a
rea
in s
quar
e in
ches
tim
es F
c' v
alue
.
E
2100
000
2OOO
OOO
-
Fc+ -
4000
38
00
3600
34
00
3200
3000
28
00
2600
24
00
2200
2000
18
00
1600
14
00
1200
3600
34
00
3200
30
00
2800
26
00
2400
22
00
2000
18
00
1600
14
00 -
lid
2 4
6 8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
3993
39
72
3936
38
82
3808
37
08
3578
34
13
3212
29
81
2730
24
76
2232
20
07
1804
16
24
1465
13
27
1205
10
98
1004
92
1 84
8 37
94
3775
37
43
3694
36
28
3539
34
23
3277
30
98
2890
26
61
2425
21
95
1980
17
84
1609
14
55
1318
11
98
1093
10
00
918
845
3594
35
78
3549
35
06
3446
'3
368
3266
31
37
2978
27
93
2586
23
69
2154
19
50
1762
15
93
1442
13
09
1191
10
87
995
914
842
3395
33
80
3354
33
16
3264
31
94
3105
29
92
2853
26
89
2504
23
07
2108
19
16
1737
15
74
1428
12
98
1183
10
81
990
910
838
3196
31
82
3160
31
26
3080
30
20
2942
28
44
2723
25
80
2416
22
39
2056
18
78
1709
15
53
1412
12
86
1173
10
73
984
905
834
2996
29
85
2965
29
35
2895
28
43
2776
26
91
2587
24
63
2320
21
63
1998
18
34
1676
15
28
1393
12
71
1162
10
64
977
899
830
2797
27
87
2769
27
44
2709
26
64
2607
25
35
2447
23
41
2217
20
80
1933
17
84
1638
15
00
1372
12
55
1149
10
54
969
893
824
2597
25
88
2573
25
52
2522
24
84
2435
23
75
2300
22
11
2107
19
88
1860
17
27
1594
14
66
1346
12
35
1134
10
42
959
885
818
2398
23
90
2377
23
59
2334
23
02
2261
22
11
2149
20
75
1988
18
88
1778
16
62
1544
14
27
1316
12
11
1115
10
27
948
876
811
2198
21
92
2181
21
66
2145
21
18
2085
20
44
1993
19
33
1861
17
79
1687
15
88
1484
13
81
1279
11
83
1093
10
10
934
864
801
1998
19
93
1984
19
72
1955
19
33
1906
18
73
1832
17
84
1726
16
60
1585
15
03
1415
13
25
1236
11
49
1066
98
8 91
6 85
0 79
0 17
99
1794
17
87
1777
17
64
1746
17
25
1698
16
67
1629
15
84
1532
14
72
1406
13
35
1259
11
82
1106
10
32
961
895
833
776
1599
15
96
1590
15
82
1571
15
58
1541
15
21
1497
14
68
1434
13
94
1349
12
98
1241
11
81
1117
10
53
989
926
867
810
757
1399
13
97
1392
13
86
1378
13
68
1356
13
41
1322
13
01
1276
12
47
1214
11
76
1134
10
88
1038
98
7 93
4 88
2 83
0 78
0 73
2 11
99
1198
11
94
1190
11
84
1177
11
68
1157
11
44
1129
11
12
1091
10
68
1042
10
12
979
943
905
864
823
781
739
699
~~
3594
35
77
3546
35
00
3438
33
54
3245
31
08
2939
27
43
2528
23
05
2087
18
83
1697
15
31
1384
12
55
1141
10
40
952
874
804
3395
33
79
3352
33
12
3256
31
83
3087
29
67
2819
26
45
2452
22
48
2045
18
52
1675
15
15
1372
12
45
1133
10
35
947
870
801
3195
31
81
3157
31
22
3073
30
09
2926
28
22
2693
25
41
2369
21
85
1998
18
18
1649
14
95
1357
12
34
1125
10
28
942
866
798
2996
29
84
2963
29
32
2889
28
34
2762
26
72
2562
24
30
2279
21
15
1945
17
78
1620
14
73
1341
12
21
1115
10
20
936
861
794
2797
27
86
2768
27
41
2704
26
57
2595
25
19
2425
23
12
2181
20
37
1885
17
33
1586
14
48
1321
12
06
1103
10
11
928
855
789
2597
25
88
2572
25
49
2518
24
78
2426
23
61
2282
21
87
2076
19
51
1818
16
81
1546
14
18
1298
11
89
1089
lo
o0
920
848
783
2397
23
90
2376
23
57
2331
22
97
2253
22
00
2134
20
55
1962
18
57
1742
16
21
1500
13
82
1271
11
68
1073
98
7 90
9 83
9 77
6 21
98
2191
21
80
2164
21
42
2114
20
78
2034
19
81
1916
18
40
1752
16
56
1552
14
46
1340
12
38
1142
10
53
971
897
829
768
1998
19
93
1984
19
70
1952
19
30
1901
18
65
1822
17
70
1709
16
39
1559
14
73
1382
12
90
1199
11
11
1029
95
2 88
1 81
7 75
8 17
99
1794
17
87
1776
17
62
1743
17
21
1693
16
59
1618
15
70
1515
14
52
1382
13
07
1229
11
50
1073
99
8 92
8 86
2 80
1 74
5 15
99
1595
15
90
1581
15
70
1556
15
38
1517
14
91
1460
14
23
1381
13
33
1279
12
19
1156
10
90
1024
95
9 89
7 83
7 78
1 72
9 13
99
1396
13
92
1386
13
77
1366
13
53
1337
13
18
1295
12
69
1238
12
02
1162
11
17
1069
10
17
964
909
856
804
754
707
220
3600
34
00
3200
30
00
2800
2600
2200
20
00
1800
1600
14
00
1200
10
00
2400
UN
IT A
XIA
L ST
RESS
ES - S
PAC
ED C
OLU
MN
S, C
ON
DIT
ION
"b"
- Yd
from
2 to
46
See i
nstru
ctio
ns fo
r use
of ta
bles
on p
age 2
10.
Obt
ain d
esig
n val
ues f
or E
and
F, fr
om th
e Nat
iona
l De
sig
n Sp
ecifi
catio
n" fo
r W
ood
Con
stru
ctio
n. M
odify
F, fo
r diff
eren
t lo
ad d
urat
ion,
if ap
plic
able
(see
page
13).
Calc
ulat
e l/d
whe
re 1 =
unsu
ppor
ted l
engt
h of c
olum
n in
inch
es an
d d=a
pplic
able
leas
t act
ual d
imen
sion o
f col
umnc
ross
sect
ion.
D
eter
min
e val
ue of
Fc'
from
tabl
e.
3594
35
75
3543
34
95
3428
33
39
3223
30
75
2896
26
89
2464
22
36
2016
18
13
1630
14
68
1325
12
00
1090
99
3 90
8 83
3 76
7 33
95
3378
33
49
3307
32
48
3169
30
67
2938
27
81
2597
23
94
2184
19
79
1786
16
10
1453
13
14
1191
10
83
988
904
830
764
3195
31
80
3155
31
18
3066
29
98
2909
27
97
2660
.2
498
2317
21
26
1936
17
55
1587
14
36
1301
11
81
1075
98
2 89
9 82
6 76
1 29
96
2983
29
61
2928
28
83
2824
27
47
2651
25
33
2392
22
33
2062
18
88
1719
15
61
1416
12
86
1170
10
67
975
894
821
757
2796
27
85
2766
27
38
2699
26
48
2583
25
01
2400
22
79
2141
19
90
1834
16
79
1531
13
94
1269
11
57
1056
96
7 88
7 81
6 75
3
2597
25
87
2571
25
46
2513
24
70
2415
23
46
2261
21
59
2041
19
10
1772
16
31
1495
13
67
1249
11
41
1044
95
7 87
9 81
0 74
8
2198
21
91
2179
21
62.
2139
21
09
2071
20
24
1966
18
97
1816
17
23
1621
15
14
1404
12
97
1195
11
00
1012
93
2 85
9 79
4 73
5 19
98
1992
19
83
1969
19
50
1925
18
95
1857
18
11
1755
16
90
1615
15
31
1440
13
46
1251
11
59
1072
99
0 91
5 84
6 78
3 72
6 17
98
1794
17
86
1775
17
60
1740
17
16
1686
16
50
1607
15
55
1496
14
29
1355
12
77
1196
11
16
1037
96
3 89
3 82
8 76
9 71
4
1599
15
95
1589
15
80
1568
15
53
1535
15
12
1484
14
51
1412
13
67
1315
12
58
1195
11
29
1061
99
4 92
8 86
5 80
6 75
1 69
9 13
99
1396
13
92
1385
13
76
1365
13
51
1333
13
13
1289
12
60
1227
11
89
1146
10
99
1047
99
4 93
8 88
3 82
9 77
6 72
7 68
0 11
99
1197
11
94
1189
11
82
1174
11
64
1152
11
37
1120
11
00
1077
10
51
1021
98
7 95
0 91
0 86
7 82
4 78
0 73
6 69
3 65
3 10
00
998
996
992
988
982
975
967
958
946
933
918
900
881
858
834
807
777
746
713
680
647
613
2397
23
89
2375
23
54
2327
22
91
2245
21
87
2117
20
32
1933
18
22 .
1701
15
77
1454
13
35
1224
11
22
1030
94
6 87
0 80
3 74
2
Tot
al d
esig
n lo
ad o
n co
lum
n =
cros
s-se
ctio
nal a
rea
in s
quar
e in
ches
tim
es F
,' va
lue.
3400
32
00
3000
28
00
2600
2400
22
00
2000
18
00
1600
1400
12
00
1000
80
0
E -
1900
000
1800
000
3394
33
77
3346
33
01
3238
31
54
3045
29
06
2738
25
42
2331
21
16
1908
17
16
1543
13
90
1255
11
36
1032
94
1 86
0 78
9 72
6 31
95
3179
31
53
3113
30
58
2984
28
89
2769
26
22
2450
22
60
2063
18
70
1689
15
23
1375
12
43
1127
10
25
935
856
786
723
2996
29
82
2958
29
24
2876
28
13
2731
26
27
2500
23
50
2182
20
05
1827
16
57
1500
13
58
1230
11
17
1017
92
9 85
1 78
2 72
0 27
96
2784
27
64
2734
26
93
2638
25
68
2480
23
72
2243
20
97
1939
17
78
1621
14
73
1337
12
15
1106
10
08
922
845
777
716
2597
25
86
2569
25
43
2508
24
62
2403
23
29
2238
21
28
2003
18
65
1722
15
78
1441
13
14
1197
10
92
998
914
839
772
712
2397
23
88
2374
23
52
2322
22
84
2234
21
73
2097
20
06
1901
17
83
1657
15
29
1404
12
85
1176
10
75
985
903
830
765
707
2198
21
90
2178
21
60
2135
21
03
2063
20
12
1950
18
76
1789
16
91
1583
14
72
1360
12
52
1150
10
55
969
891
821
757
700
1998
19
92
1982
19
67
1947
19
21
1888
18
48
1798
17
38
1668
15
88
1499
14
04
1307
12
11
1118
10
31
950
876
809
748
692
1798
17
94
1785
17
73
1757
17
37
1711
16
79
1640
15
93
1538
14
75
1403
13
26
1244
11
61
1079
10
00
926
857
793
735
682
1599
15
95
1588
15
79
1566
15
50
1530
15
06
1476
14
41
1399
13
50
1295
12
34
1168
10
99
1030
96
1 89
5 83
2 77
4 71
9 66
9
1399
13
96
1391
13
84
1375
13
62
1348
13
29
1307
12
81
1251
12
15
1174
11
28
1078
10
24
968
911
854
800
747
698
652
1199
11
97
1193
11
88
1181
11
73
1162
11
49
1134
11
15
1094
10
69
1040
10
08
972
932
890
846
801
756
711
669
628
lo00
99
8 99
5 99
2 98
7 98
1 97
4 96
5 95
5 94
3 92
9 91
2 89
4 87
2 84
9 82
2 79
3 76
2 72
9 69
5 66
1 62
7 59
3 80
0 79
9 79
7 79
5 79
2 78
8 78
4 77
8 77
2 76
4 75
6 74
6 73
5 72
2 70
8 69
2 67
5 65
5 63
5 61
2 58
9 56
5 54
0
Ild
2 4
6 8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
221
UN
IT A
XIA
L S
TR
ESS
ES
- SP
AC
ED
CO
LU
MN
S, C
ON
DIT
ION
"b"
- I/d
fro
m 2
to
46
See i
nstru
ctio
ns fo
r use
of ta
bles
on pa
ge 21
0. O
btai
n des
ign v
alue
s for
E an
d Fc
from
the N
atio
nal D
esig
n Sp
ecijk
atio
n@ for
Woo
d Con
stru
ctio
n. M
odify
Fc f
or di
ffere
nt
load
dura
tion,
if ap
plic
able
(see
page
13)
. Cal
cula
te l/d
whe
re 1 =
unsu
ppor
ted
leng
th of
colu
mn i
n inc
hes a
nd d=
appl
icab
le le
ast a
ctua
l dim
ensio
n of c
olum
n cro
ss se
ctio
n.
Det
erm
ine v
alue
of F
c' fr
om ta
ble.
Tot
al d
esig
n lo
ad o
n co
lum
n =
cros
s-se
ctio
nal a
rea
in s
quar
e in
ches
tim
es F
c' v
alue
. -
Fc* -
3200
30
00
2800
26
00
2400
2200
20
00
1800
16
00
1400
I200
lo
00
800
600
3200
30
00
2800
26
00
2400
2200
20
00
1800
16
00
1400
1200
10
00
800
600 -
lid
~
2 4
6 8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
3195
31
78
3150
31
07
3048
29
70
2867
27
37
2579
23
96
2198
19
95
1800
16
20
1457
13
12
1184
10
72
2995
29
81
2956
29
19
2868
28
00
2711
26
00
2463
23
03
2126
19
43
1762
15
92
1436
12
97
1173
10
64
2796
27
83
2762
27
30
2686
26
27
2552
24
57
2340
22
02
2047
18
83
1718
15
59
1412
12
79
1160
10
53
2596
25
86
2567
25
40
2502
24
53
2389
23
09
2211
20
94
1960
18
16
1667
15
22
1385
12
58
1144
10
41
2397
23
88
2372
23
49
2317
22
76
2223
21
57
2075
19
77
1864
17
40
1609
14
78
1352
12
33
1125
10
27
2197
21
90
2177
21
57
2131
20
97
2053
19
99
1932
18
52
1759
16
54
1542
- 14
26
1312
12
03
1102
10
09
1998
19
92
1981
19
65
1943
19
16
1881
18
37
1784
17
19
1644
15
58
1464
13
65
1265
11
67
1074
98
8 17
98
1793
17
84
1772
17
55
1732
17
05
1670
16
29
1578
15
19
1451
13
75
1293
12
08
1122
10
39
961
1599
15
95
1588
15
78
1564
15
47
1526
15
00
1468
14
29
1384
13
32
1273
12
08
1138
10
67
996
926
1399
13
96
1391
13
83
1373
13
60
1344
13
25
1301
12
73
1240
12
02
1158
11
08
1055
99
8 94
0 88
1
1199
11
97
1193
11
88
1180
11
71
1160
11
46
1129
11
09
1086
10
59
1029
99
4 95
5 91
3 86
8 82
2 99
9 99
8 99
5 99
1 98
6 98
0 97
2 96
3 95
2 93
9 92
4 90
6 88
6 86
3 83
7 80
9 77
8 74
5 80
0 79
9 79
7 79
5 79
1 78
7 78
3 77
7 77
0 76
2 75
3 74
2 73
0 71
7 70
1 68
4 66
5 64
5 60
0 59
9 59
8 59
7 59
5 59
3 59
0 58
7 58
4 57
9 57
4 56
9 56
3 55
6 54
8 53
9 52
9 51
9
974
888
967
883
960
876
950
869
939
860
925
849
908
836
887
819
860
798
824
769
776
730
711
675
623
599
507
494
812
808
803
797
790
78 1
77 1
757
740
717
685
640
575
48 1
745
686
742
683
738
680
733
676
727
671
720
665
712
658
701
650
687
638
668
623
642
602
605
571
549
524
466
451
3194
31
77
3146
31
01
3038
29
53
2842
27
01
2531
23
36
2129
19
22
1726
15
47
1388
12
47
1124
10
16
922
840
768
704
648
2995
29
80
2953
29
13
2858
27
85
2689
25
68
2421
22
50
2064
18
75
1692
15
23
1370
12
34
1114
10
09
917
835
764
701
645
2796
27
82
2759
27
25
2678
26
15
2533
24
30
2304
21
56
1992
18
22
1653
14
95
1349
12
18
1102
lo
00
910
830
760
698
642
2596
25
85
2565
25
36
2495
24
42
2373
22
87
2180
20
54
1912
17
61
1608
14
62
1325
12
00
1089
99
0 90
2 82
4 75
5 69
3 63
9 23
97
2387
23
70
2345
23
12
2267
22
10
2138
20
49
1944
18
23
1692
15
56
1423
12
96
1179
10
72
977
892
816
748
688
635
2197
21
89
2175
21
54
2126
20
90
2043
19
84
1911
18
25
1724
16
13
1495
13
77
1261
11
53
1053
96
2 88
0 80
7 74
1 68
2 63
0 19
98
1991
19
79
1962
19
40
1910
18
72
1825
17
67
1697
16
16
1524
14
25
1322
12
19
1121
10
28
943
865
795
732
675
624
1798
17
93
1783
17
70
1751
17
28
1698
16
61
1615
15
61
1497
14
24
1342
12
56
1168
10
81
998
919
847
780
720
666
616
1599
15
94
1587
15
76
1562
15
44
1521
14
92
1458
14
16
1367
13
11
1247
11
78
1106
10
32
959
889
823
762
705
654
606
1399
13
96
1390
13
82
1371
13
57
1340
13
19
1294
12
63
1228
11
86
1139
10
86
1029
97
0 90
9 84
9 79
1 73
6 68
5 63
7 59
3
1199
11
97
1193
11
87
1179
11
69
1157
11
42
1124
11
03
1078
10
49
1015
97
8 93
6 89
1 84
4 79
7 74
9 70
2 65
7 61
5 57
5 99
9 99
8 99
5 99
1 98
6 97
9 97
0 96
0 94
9 93
4 91
8 89
9 87
7 85
2 82
5 79
4 76
1 72
6 69
0 65
3 61
7 58
2 54
8 80
0 79
9 79
7 79
4 79
1 78
7 78
1 77
5 76
8 75
9 75
0 73
8 72
5 71
0 69
4 67
5 65
5 63
3 60
9 58
4 55
8 53
2 50
6 60
0 59
9 59
8 59
7 59
5 59
3 59
0 58
6 58
2 57
8 57
3 56
7 56
0 55
2 54
4 53
4 52
4 51
2 50
0 48
6 47
1 45
6 44
0
221 (
a)
UN
IT A
XIA
L S
TR
ESS
ES
- SPA
CE
D C
OL
UM
NS,
CO
ND
ITIO
N 'l
b"
- l/
d fr
om 2
to
46
See i
nstru
ctio
ns fo
r use
of t
able
s on p
age 2
10.
Obt
ain d
esig
n val
ues f
or E
and
Fc fr
om th
e Nat
iona
l Des
ign
Spec
fica
tion"
for
Woo
d C
onst
ruct
ion.
Mod
ify F
c for
diffe
rent
lo
ad du
ratio
n, if
appl
icab
le (s
eepa
ge 1
3). C
alcu
late
I/d w
here
1 =un
supp
orte
d le
ngth
of c
olum
n in
inch
es an
d d=a
pplic
able
leas
t act
ual d
imen
sion o
f col
umn c
ross
sect
ion.
D
eter
min
e val
ue o
f Fe'
from
tabl
e.
Tota
l des
ign
load
on
colu
mn
= cr
oss-
sect
iona
l are
a in
squ
are
inch
es ti
mes
Fc'
valu
e.
E 1500
000
1400
000
Fc* -
3000
28
00
2600
24
00
2200
2000
18
00
1600
14
00
1200
1000
80
0 60
0 40
0
2800
26
00
2400
22
00
2000
1800
16
00
1400
12
00
1000
80
0 60
0 40
0 -
-
-
~~
~
2 4
6 8
10
12
14
16
18
20
22
24
26
28
30
32
'34
36
38
40
42
44
46
2995
29
78
2950
29
07
2848
27
68
2664
25
32
2373
21
90
1996
18
02
1618
14
50
1301
11
69
2795
27
81
2756
27
19
2669
26
00
2512
23
99
2262
21
04
1931
17
55
1584
14
26
1283
11
56
2596
25
84
2562
25
31
2488
24
30
2355
22
61
2145
20
09
1858
17
01
1545
13
97
1262
11
40
2397
23
86
2368
23
42
2305
22
57
2195
21
16
2020
19
06
1777
16
39
1499
13
63
1237
11
22
2197
21
88
2173
21
51
2121
20
81
2030
19
66
1887
17
93
1685
15
67
1445
13
23
1207
10
99
1998
19
90
1978
19
60
1935
19
03
1862
18
11
1748
16
72
1584
14
86
1381
12
74
1170
10
71
1798
17
92
1782
17
68
1748
17
22
1690
16
50
1600
15
41
1471
13
92
1306
12
16
1125
10
37
1598
15
94
1586
15
75
1559
15
40
1515
14
84
1446
14
01
1348
12
87
1219
11
45
1069
99
3 13
99
1395
13
89
1381
13
69
1354
13
36
1313
12
85
1252
12
13
1168
11
17
1060
lo
00
938
1199
11
97
1192
11
86
1177
11
67
1154
11
37
1118
10
95
1068
10
36
lo00
95
9 91
4 86
7
999
998
995
990
985
977
968
958
945
929
912
891
867
840
810
777
800
798
797
794
790
786
780
773
766
756
746
733
719
703
685
665
600
599
598
597
595
592
589
585
581
576
571
564
557
549
539
529
400
400
399
398
398
396
395
394
392
390
387
385
382
379
375
371
1054
95
3 10
44
945
1032
93
6 10
18
925
1001
91
2
980
896
953
876
919
849
876
815
818
768
742
705
643
619
518
505
366
362
865
859
852
843
833
82 1
805
784
757
719
667
594
49 1
356
788
720
660
607
783
716
657
605
777
712
653
602
771
706
649
598
763
700
644
594
753
692
638
589
740
682
630
582
724
669
619
574
702
652
605
562
672
628
586
547
630
593
557
523
567
540
513
487
476
461
444
427
350
344
337
330
2795
27
80
2753
27
13
2658
25
84
2486
23
63
2214
25
96
2582
25
60
2526
24
79
2416
23
34
2230
21
04
2396
23
85
2366
23
37
2298
22
45
2177
20
91
1986
21
97
2188
21
71
2147
21
15
2071
20
16
1946
18
59
1997
19
90
1976
19
57
1930
18
95
1850
17
94
1725
1798
17
92
1781
17
65
1744
17
16
1681
16
37
1583
15
98
1593
15
85
1573
15
56
1535
15
08
1474
14
33
1399
13
95
1389
13
79
1367
13
51
1331
13
06
1275
11
99
1196
11
92
1185
11
76
1164
11
50
1132
11
11
999
997
994
990
983
976
966
954
940
800
798
796
793
789
785
779
771
763
600
599
598
596
594
591
588
584
580
400
400
399
398
397
396
395
393
391
2044
18
63
1682
15
10
1354
12
14
1091
98
3 19
57
1798
16
34
1476
13
29
1196
10
78
973
1862
17
24
1579
14
36
1300
11
75
1062
96
1 17
57
1641
15
16
1389
12
65
1149
10
43
947
1642
15
47
1442
13
32
1223
11
17
1019
92
9
1518
14
42
1357
12
65
1171
10
78
989
906
1383
13
25
1259
11
86
1108
10
29
951
877
1239
11
96
1147
10
92
1031
96
7 90
3 83
9 10
86
1056
10
21
982
938
890
839
788
923
904
881
855
826
793
757
720
753
741
727
712
694
675
653
629
574
568
561
553
544
534
523
510
389
387
384
380
377
373
368
364
889
882
873
86 1
848
830
808
778
737
681
603
496
358
807
735
672
616
567
801
730
668
613
564
794
725
664
609
561
785
718
658
605
558
775
709
651
600
553
761
699
643
593
548
743
685
632
584
540
720
666
617
572
531
688
641
596
555
517
642
604
566
531
497
576
548
520
493
466
481
465
449
431
413
352
346
339
331
323
221(
b)
UN
IT A
XIA
L S
TR
ESS
ES
- SP
AC
ED
CO
LU
MN
S, C
ON
DIT
ION
"b"
- l/d
fro
m 2
to
46
See i
nstr
uctio
ns fo
r use
of t
able
s on
page
210
. O
btai
n de
sign
valu
es fo
r E
and
Fc f
rom
the
Nat
iona
l Des
ign
Spec
iJic
atio
n" fo
r W
ood
Con
stru
ctio
n. M
odify
Fc f
or d
iffer
ent
load
dur
atio
n, if
app
licab
le (s
eepa
ge 1
3).
Cal
cula
te l/
d w
here
I=un
supp
orte
d le
ngth
of c
olum
n in
inch
es a
ndd=
appl
icab
le le
ast a
ctua
l dim
ensi
on o
f col
umn c
ross
sect
ion.
D
eter
min
e va
lue
of F
c' fr
om ta
ble.
Tot
al d
esig
n lo
ad o
n co
lum
n =
cros
s-se
ctio
nal a
rea
in s
quar
e in
ches
tim
es F
c' va
lue.
I Il
d ~
~~
~ _
__
__
Fc*
2
4 6
8 10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
2800
27
95
2778
27
49
2706
26
45
2564
24
56
2321
21
59
1976
17
87
1602
14
31
1278
11
42
1024
92
2 83
2 75
5 68
7 62
7 57
5 52
8 26
00
2595
25
81
2556
25
19
2468
23
99
2309
21
95
2056
18
98
1730
15
62
1402
12
57
1127
10
13
913
826
750
683
624
572
526
2400
23
96
2384
23
63
2332
22
89
2231
21
56
2061
19
46
1811
16
64
1514
13
68
1232
11
09
1000
90
3 81
8 74
4 67
8 62
0 56
9 52
4 22
00
2197
21
87
2169
21
43
2107
20
60
1999
19
21
1826
17
14
1590
14
58
1327
12
02
1087
98
4 89
1 80
9 73
6 67
2 61
5 56
5 52
1 20
00
1997
19
89
1974
19
53
1924
18
86
1837
17
75
1698
16
08
1504
13
93
1278
11
66
1061
96
3 87
6 79
7 72
7 66
5 61
0 56
1 51
7
1800
17
98
1791
17
79
1762
17
39
1709
16
70
1622
15
62
1490
14
08
1316
12
19
1122
10
27
938
857
782
716
656
603
555
512
1600
15
98
1593
15
84
1570
15
52
1529
14
99
1462
14
17
1362
12
99
1226
11
48
1066
98
5 90
6 83
2 76
3 70
1 64
4 59
3 54
7 50
6 14
00
1399
13
95
1388
13
78
1364
13
47
1324
12
97
1264
12
24
1177
11
23
1062
99
8 93
1 86
4 79
9 73
8 68
1 62
9 58
1 53
7 49
8 12
00
1199
11
96
1191
11
84
1174
11
61
1146
11
26
1103
10
75
1042
10
04
960
913
861
809
755
703
654
607
563
523
487
1000
99
9 99
7 99
4 98
9 98
2 97
3 96
3 95
0 93
5 91
6 89
5 87
0 84
1 80
9 77
3 73
5 69
5 65
5 61
4 57
5 53
8 50
3 47
0
400
400
200
200
796
598
399
200
2553
23
60
2166
19
72
1778
- 79
3 59
6 39
8 20
0
2512
23
26
2138
19
49
1759
-
789
783
777
769
760
749
736
594
591
587
583
578
572
565
397
396
394
393
391
388
385
199
199
199
198
198
197
197
721
704
684
558
549
539
382
379
375
196
195
194
2455
23
79
2279
21
52
2000
18
30
1654
22
78
2214
21
31
2026
18
98
1752
15
97
2099
20
46
1978
18
92
1787
16
65
1531
19
17
1875
18
20
1751
16
67
1567
14
55
1734
17
00
1657
16
03
1537
14
58
1367
1482
13
23
1181
14
41
1294
11
60
1393
12
60
1135
13
37
1218
11
05
1269
11
67
1067
662
528
370
193
1056
10
41
1022
10
00
972 -
638
515
366
192
946
935
922
905
884 - 61
2 50
1 36
0 19
1
85 1
843
833
820
804
5 85
486
354
190
769
762
755
745
733 -
556
470
348
189
697
692
686
678
669 -
527
498
470
453
435
416
341
333
325
187
186
184
443
397
3 16
182
634
579
531
630
576
528
625
572
525
619
567
521
612
561
516
488
486
483
480
476
1600
15
98
1592
15
82
1568
15
48
1522
14
90
1449
13
98
1337
12
67
1188
11
05
1019
93
6 85
7 78
4 71
7 65
7 60
2 55
4 5
10,
471
1400
13
99
1394
13
87
1376
13
61
1342
13
17
1287
12
50
1206
11
53
1094
10
28
960
890
821
756
696
640
589
543
502
464
1200
11
99
1196
11
90
1182
11
71
1158
11
40
1119
10
93
1062
10
26
983
936
884
829
774
719
667
617
571
529
490
455
1000
99
9 99
7 99
3 98
8 98
0 97
1 96
0 94
5 92
8 90
8 88
4 85
6 82
4 78
9 75
0 70
9 66
7 62
5 58
4 54
5 50
8 47
3 44
1
800
800
798
796
792
788
782
775
766
756
743
729
713
694
672
648
622
593
564
534
504
474
446
419
600
600
599
598
596
,593
59
0 58
6 58
1 57
6 57
0 56
2 55
4 54
4 53
3 52
0 50
6 49
1 47
5 45
7 43
8 41
9 39
9 38
0 40
0 40
0 40
0 39
9 39
8 39
7 39
6 39
4 39
2 39
0 38
7 38
4 38
1 37
7 37
2 36
8 36
2 35
6 35
0 34
2 33
4 32
6 31
7 30
7 20
0 20
0 20
0 20
0 20
0 19
9 19
9 19
9 19
8 19
8 19
7 19
6 19
5 19
5 19
4 19
3 19
2 19
0 18
9 18
7 18
6 18
4 18
2 18
0
221 (
c)
UN
IT A
XIA
L ST
RESS
ES - S
PACE
D C
OLU
MN
S. C
ON
DIT
ION
"b"
- I/d
fro
m 2
to
46
~_
__
~~
~ ~
__
__
See i
nstru
ctio
ns fo
r use
of ta
bles
on pa
ge 21
0. O
btai
n des
ign
valu
es fo
r E an
d Fc
from
the N
atio
nal D
esig
n Sp
ec$c
atio
n@ fo
r W
ood C
onst
ruct
ion.
Mod
ify F
c for
diffe
ren1
lo
ad du
ratio
n, if
appl
icab
le (se
e pa
ge 1
3). C
alcu
late
l/d w
here
1 =un
supp
orte
d le
ngth
of co
lum
n in
inch
es an
d d=a
pplic
able
leas
t act
ual d
imen
sion o
f col
umn c
ross
sect
ion.
D
eter
min
e val
ue o
f Fc'
from
tabl
e.
Tot
al d
esig
n lo
ad o
n co
lum
n =
cros
s-se
ctio
nal a
rea
in s
quar
e in
ches
tim
es 9
' val
ue.
-
F+
1800
16
00
1400
12
00
1000
800
600
400
200
2000
18
00
1600
14
00
1200
lo00
80
0 60
0 40
0 20
0
c
-
1600
14
00
1200
10
00
800
600
400
200 -
-
Ild
2 4
6 8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
1797
17
89
1775
17
55
1727
16
90
1642
15
81
1507
14
19
1320
12
15
1109
10
07
912
826
749
681
620
567
519
477
439
1598
15
92
1581
15
65
1543
15
14
1478
14
32
1375
13
07
1229
11
44
1055
96
7 88
3 80
4 73
3 66
8 61
0 55
9 51
3 47
2 43
5 13
98
1394
13
85
1373
13
57
1336
13
09
1275
12
33
1183
11
25
1059
98
9 91
6 84
4 77
5 71
0 65
1 59
7 54
8 50
4 46
5 43
0 11
99
1195
11
89
1180
11
69
1153
11
34
1111
10
81
1047
10
06
958
906
850
792
735
679
627
578
533
493
456
422
999
997
993
987
979
968
955
940
921
898
871
840
804
765
723
679
635
592
551
512
475
442
411
799
798
795
791
786
780
772
763
751
737
721
703
681
657
631
602
571
540
508
477
448
419
392
600
599
597
595
592
589
585
580
573
566
558
549
538
525
511
496
479
460
441
421
400
380
360
400
399
399
398
397
395
393
391
389
386
382
379
374
369
364
358
351
344
336
327
317
307
297
200
200
200
199
199
199
198
198
197
197
196
195
194
193
192
191
189
188
186
184
182
180
178
1996
19
85
1966
19
38
1898
18
45
1776
16
88
1582
14
60
1331
12
01
1079
96
7 86
7 77
9 70
2 63
5 57
7 52
5 48
0 44
0 40
5 17
97
1788
17
73
1750
17
19
1677
16
23
1554
14
70
1372
12
64
1152
10
43
941
849
766
692
627
570
520
476
437
402
1598
15
91
1579
15
61
1537
15
05
1463
14
11
1347
12
70
1184
10
92
999
909
825
748
679
617
562
514
471
433
399
1398
13
93
1384
13
70
1352
13
28
1298
12
59
1212
11
56
1091
10
19
943
866
793
724
661
603
552
505
464
427
394
1199
11
95
1188
11
78
1165
11
48
1127
11
00
1067
10
27
981
928
871
811
750
691
635
584
537
494
455
420
388
999
996
992
985
976
965
950
933
911
885
855
819
780
736
691
645
599
556
514
476
441
408
379
799
798
795
791
785
778
769
758
745
730
712
691
666
639
610
578
545
512
480
448
418
390
364
600
599
597
595
592
588
583
577
571
563
553
542
530
516
500
483
464
443
422
401
380
358
338
400
399
399
398
396
395
393
390
387
384
380
376
371
366
360
353
345
337
327
318
307
296
285
200
200
200
199
199
199
198
198
197
196
195
194
193
192
191
190
188
186
184
182
180
178
175
1597
15
90
1576
15
56
1529
14
92
1445
13
85
1311
12
25
1130
10
32
935
844
762
687
622
1398
13
92
1382
13
67
1346
13
19
1284
12
40
1186
11
22
1048
97
0 88
9 81
0 73
6 66
9 60
8 11
99
1194
11
87
1176
11
61
1142
11
17
1086
10
49
1003
95
0 89
1 82
9 76
5 70
2 64
3 58
8 99
9 99
6 99
1 98
3 97
3 96
0 94
4 92
4 89
9 86
9 83
4 79
4 75
0 70
2 65
3 60
5 55
9
799
797
794
789
783
775
765
753
738
720
700
675
648
617
584
550
515
600
599
597
594
591
586
581
575
567
558
547
534
520
504
486
466
445
400
399
399
397
396
394
392
389
386
382
378
373
367
361
354
346
337
200
200
200
199
199
199
198
197
197
196
195
194
193
191
190
188
186
564
553
538
515
480
423
328
185
513
468
428
504
461
423
492
452
415
475
438
404
447
416
387
400
378
356
317
306
295
182
180
178
393
389
383
374
360
334
283
175
362
358
353
346
335
3 14
270
172
222
E I UN
IT A
XIA
L ST
RESS
ES - S
PACE
D C
OL
UM
NS,
CO
ND
ITIO
N "
b" - I
/d f
rom
46
to 8
0
l/d
F=*
46
48
50
52
54
56
58
60
62
64
66
68
70
72
76
76
78
80
See i
nstru
ctio
ns fo
r use
of ta
bles
on pa
ge 21
0. O
btai
n des
ign v
alue
s for
E an
d F,
from
the N
atio
nal D
esig
n Sp
eciJ
cnri
on@
for
Woo
d C
onst
ruct
ion.
Mod
ify F
c for
diffe
rent
lo
ad du
ratio
n, if
appl
icab
le (s
eepa
ge 1
3). C
alcu
late
lld w
here
1 =un
supp
orte
d le
ngth
of c
olum
n in
inch
es an
d d=a
pplic
able
leas
t act
ual d
imen
sion o
f col
umn c
ross
sect
ion.
D
eter
min
e val
ue o
f F,'
from
tabl
e.
Tota
l des
ign
load
on
colu
mn
= cr
oss-
sect
iona
l are
a in
squa
re in
ches
tim
es F
,' va
lue.
2100
000
4000
84
8 78
2 72
4 67
2 62
5 58
3 54
5 51
0 47
9 45
0 42
4 40
0 37
8 35
8 33
9 32
2 30
6 29
1 38
00
845
780
722
670
624
582
544
509
478
449
423
399
377
357
339
321
305
291
3600
84
2 77
7 72
0 66
8 62
2 58
0 54
3 50
8 47
7 44
9 42
3 39
9 37
7 35
7 33
8 32
1 30
5 29
0 34
00
838
775
718
666
620
579
541
507
476
448
422
398
376
356
338
321
305
290
3200
83
4 77
1 71
5 66
4 61
9 57
7 54
0 50
6 47
5 44
7 42
1 39
7 37
6 35
6 33
7 32
0 30
4 29
0
3000
83
0 76
8 71
2 66
2 61
6 57
5 53
8 50
5 47
4 44
6 42
0 39
7 37
5 35
5 33
7 32
0 30
4 28
9 28
00
824
763
708
658
614
573
536
503
472
445
419
396
374
354
336
319
303
289
2600
81
8 75
8 70
4 65
5 61
1 57
1 53
4 50
1 47
1 44
3 41
8 39
5 37
3 35
3 33
5 31
8 30
3 28
8 24
00
811
752
699
651
607
568
532
499
469
442
416
393
372
352
334
318
302
287
2200
80
1 74
4 69
2 64
5 60
3 56
4 52
8 49
6 46
7 43
9 41
5 39
2 37
1 35
1 33
3 31
7 30
1 28
7
2000
79
0 73
5 68
5 63
9 59
7 55
9 52
5 49
3 46
4 43
7 41
2 39
0 36
9 35
0 33
2 31
5 30
0 28
6 18
00
776
723
675
631
590
554
520
489
460
434
410
387
367
348
330
314
299
285
1600
75
7 70
8 66
2 62
0 58
2 54
6 51
3 48
3 45
5 43
0 40
6 38
4 36
4 34
6 32
8 31
2 29
7 28
3 14
00
732
688
646
606
570
536
505
476
449
424
402
380
361
342
325
310
295
281
1200
69
9 65
9 62
2 58
7 55
3 52
2 49
3 46
6 44
1 41
7 39
5 37
5 35
6 33
8 32
2 30
6 29
2 27
8
2000
000
3600
80
4 74
3 68
8 63
8 59
4 55
4 ,
518
485
455
428
403
380
359
340
322
306
291
277
3400
80
1 74
0 68
5 63
6 59
2 55
3 51
7 48
4 45
4 42
7 40
2 38
0 35
9 34
0 32
2 30
6 29
0 27
6 32
00
798
737
683
634
591
551
515
483
453
426
402
379
358
339
322
305
290
276
3000
79
4 73
4 68
0 63
2 58
9 54
9 51
4 48
2 45
2 42
5 40
1 37
8 35
8 33
9 32
1 30
5 29
0 27
6
2800
78
9 73
0 67
7 62
9 58
6 54
7 51
2 48
0 45
1 42
4 40
0 37
8 35
7 33
8 32
0 30
4 28
9 27
5 26
00
783
725
673
626
584
545
510
478
449
423
399
377
356
337
320
304
289
275
2400
77
6 72
0 66
8 62
2 58
0 54
2 50
8 47
6 44
8 42
1 39
7 37
5 35
5 33
6 31
9 30
3 28
8 27
4 22
00
768
713
663
617
576
539
505
474
446
420
396
374
354
335
318
302
287
273
2000
75
8 70
5 65
6 61
2 57
2 53
5 50
2 47
1 44
3 41
7 39
4 37
2 35
2 33
4 31
7 30
1 28
6 27
3 18
00
745
694
647
605
565
530
497
467
440
415
391
370
350
332
315
300
285
272
1600
72
9 68
1 63
6 59
5 55
8 52
3 49
1 46
2 43
6 41
1 38
8 36
7 34
8 33
0 31
3 29
8 28
4 27
0 14
00
707
662
621
583
547
514
484
456
430
406
384
364
345
327
311
296
282
269
222(
a) Fc
+
~ ~
UN
IT A
XIA
L ST
RESS
ES - S
PACE
D C
OLU
MN
S, C
ON
DIT
ION
"b"
- Vd
from
46
to 8
0 Se
e ins
truct
ions
for u
se o
f tab
les on
page
210.
Obt
ain d
esig
n va
lues
for E
and F
, fro
m th
e Nat
iona
l Des
ign
Spec
@ca
tion@
fo
r W
ood C
onst
rucr
ion.
Mod
ify F,
for d
iffer
eni
load
dur
atio
n, if
appl
icab
le (s
eepa
ge 13
). Ca
lcul
ate l
/d w
here
1 =un
supp
orte
d le
ngth
of co
lum
n in
inch
es an
d d=a
pplic
able
leas
t act
ual d
imen
sion
of co
lum
n cro
ss se
ctio
n,
Det
erm
ine v
alue
of F
c' fr
om ta
ble.
Ild
46
48
50
52
54
56
58
60
62
64
66
68
70
72
74
76
78
80
L 36
00
3400
32
00
3000
28
00
2600
24
00
2200
20
00
1800
1600
14
00
1200
10
00
E 1900
000
1800
000
767
764
761
757
753
748
742
735
726
714
699
680
653
613
708
705
703
700
696
692
687
68 I
674
664
652
636
614
581
655
653
65 1
648
645
642
638
633
627
619
609
596
577
550
608
565
527
493
461
433
606
564
526
492
461
432
604
562
525
491
460
431
602
561
523
489
458
430
600
559
521
488
457
429
597
556
519
486
456
428
593
553
517
484
454
426
589
550
514
481
452
425
584
546
510
478
449
422
578
540
506
474
446
419
569
533
500
469
441
416
558
524
492
463
436
411
543
511
481
453
428
404
520
491
465
439
416
394
407
406
406
405
404
403
40 1
400
398
395
392
388
382
3 73
383
383
382
38 1
381
380
378
377
375
373
370
367
36 1
354
362
361
361
360
359
358
357
356
355
353
350
347
342
336
~~~
342
323
307
341
323
306
341
323
306
340
322
305
340
322
305
339
321
304
338
320
303
337
319
303
335
318
302
334
316
300
332
314
299
329
312
296
325
309
293
319
303
289
29 1
29 1
290
290
289
289
288
287
286
285
284
282
279
275
276
276
276
275
275
275
274
273
272
27 1
270
268
266
262
263
263
262
262
262
26 1
26 1
260
259
259
257
256
254
250
3 400
32
00
3000
28
00
2600
2400
22
00
2000
I8
00
1600
I400
12
00
1000
Bo
o
726
670
620
576
536
499
723
668
618
574
534
498
720
665
616
572
533
497
716
662
614
570
531
495
712
658
611
567
529
493
707
654
607
564
526
491
700
649
603
561
523
489
692
642
597
556
519
485
682
634
590
551
514
481
669
624
582
543
508
476
652
609
570
533
500
469
628
589
553
520
488
460
593
560
529
499
471
445
540
516
491
468
444
422
467
466
465
463
462
460
458
455
45 1
447
441
433
421
401
43 7
436
435
434
433
43 1
429
427
424
420
415
408
398
381
410
409
409
408
406
405
403
40 1
399
395
39 1
385
376
362
~ ~~
~ ~~
~~
~~
~
386
363
343
324
306
290
276
262
249
385
363
342
323
306
290
275
262
249
384
362
342
323
306
290
275
261
249
383
361
341
322
305
289
275
261
248
382
360
340
322
304
289
274
260
248
381
359
339
321
304
288
273
260
247
380
358
338
320
303
287
273
259
247
378
356
337
319
302
286
272
259
246
376
355
335
317
300
285
271
258
245
373
352
333
315
299
284
270
256
244
369
349
330
313
297
282
268
255'
24
3 36
4 34
4 32
6 30
9 29
3 27
9 26
5 25
3 24
1 35
6 33
8 32
0 30
4 28
9 27
5 26
2 25
0 23
8 34
4 32
7 31
1 29
6 28
2 26
9 25
6 24
5 23
4
LJN
IT A
XIA
L ST
RESS
ES - S
PACE
D C
OLU
MN
S, C
ON
DIT
ION
"b"
- l/d
fro
m 4
6 to
80
1700
000
See i
nstru
ctio
ns fo
r use
of t
able
s on p
age 2
10.
Obt
ain d
esig
n val
ues f
or E
and
F, fro
m th
e Nat
iona
l Des
ign
Spec
iJic
atio
n@
for
Woo
d Con
stru
ctio
n. M
odify
Fc f
or di
ffere
nt
load d
urat
ion,
if ap
plic
able
(see
page
13)
. Cal
cula
te I/
d whe
re I=
unsu
ppor
ted
leng
th of
colu
mn i
n inc
hes a
nd d=
appl
icab
le le
ast a
ctua
l dim
ensio
n of c
olum
n cro
ss se
ctio
n.
Det
erm
ine v
alue
of F
c' fr
om ta
ble.
2200
20
00
1800
16
00
1400
rota
1 de
sign
load
on
colu
mn
= cr
oss-
sect
iona
l are
a in
squa
re in
ches
tim
es F
c' v
alue
.
1200
10
00
800
600
I I I
Ild
575
538
503
472
442
415
390
368
346
327
309
293
277
263
250
238
226
216
548
515
485
456
429
404
381
360
340
321
304
288
273
260
247
235
224
213
506
480
456
431
409
387
366
347
329
312
296
281
267
254
242
231
220
210
440
423
406
389
372
356
340
324
309
295
281
268
256
244
233
223
213
204
I i
~
Fc*
46
48
50
52
54
56
58
60
62
64
66
68
70
72
74
76
78
80
686
633
586
544
506
472
441
413
387
364
343
324
306
289
274
260
247
235
683
631
584
542
504
470
440
412
387
364
342
323
305
289
274
260
247
235
680
628
582
540
503
469
439
411
386
363
342
322
305
289
273
260
247
235
676
625
579
538
501
467
437
410
385
362
341
322
304
288
273
259
246
234
671
621
576
535
499
465
436
408
383
361
340
321
303
287
272
259
246
234
665
616
572
532
496
463
434
407
382
359
339
320
303
287
272
258
245
234
658
610
567
528
493
460
431
404
380
358
338
319
302
286
271
257
245
233
650
603
561
523
488
457
428
402
378
356
336
317
300
284
270
256
244
232
638
594
553
517
483
452
424
399
375
353
334
315
299
283
269
255
243
231
623
581
543
508
476
446
419
394
371
350
331
313
296
281
267
254
241
230
602
564
529
496
466
438
412
388
366
346
327
309
293
278
264
252
240
228
571
538
507
478
451
425
401
379
358
339
321
304
289
274
261
248
237
226
524
499
474
450
427
405
384
364
345
328
312
296
282
268
255
244
232
222
451
435
419
402
386
369
353
338
323
308
294
281
269
257
245
235
225
215
3200
30
00
2800
26
00
2400
,600
000
2200
20
00
1800
16
00
1400
~~
648
598
553
513
477
445
416
389
365
343
323
305
288
273
258
245
233
222
645
596
551
512
476
444
415
388
365
343
323
305
288
272
258
245
233
221
642
593
549
510
474
443
414
388
364
342
322
304
287
272
258
245
232
221
639
590
547
508
473
441
413
387
363
341
322
303
287
271
257
244
232
221
635
587
544
506
471
439
411
385
362
340
321
303
286
271
257
244
232
221
630
583
541
503
468
437
409
384
360
339
320
302
285
270
256
243
231
220
624
518
537
499
466
435
407
382
359
338
319
301
284
269
255
243
231
220
616
572
531
495
462
432
405
380
357
336
317
299
283
268
255
242
230
219
606
564
525
489
457
428
401
377
354
334
315
298
282
267
253
241
229
218
593
553
516
482
451
423
397
373
351
331
313
296
280
265
252
239
228
217
222(
c)
E
.
1500
000
1400
000
UN
IT A
XIA
L ST
RESS
ES - S
PACE
D C
OLU
MN
S, C
ON
DIT
ION
"b"
- Vd
from
46
to 8
0
F,*
3000
28
00
2600
24
00
2200
2000
18
00
1600
14
00
1200
1000
80
0 60
0 40
0
2800
26
00
2400
22
00
2000
1800
16
00
1400
12
00
1000
80
0 60
0 40
0
See i
nstru
ctio
ns fo
r use
of t
able
s on p
age 2
10.
Obt
ain d
esig
n val
ues f
or E
and F
E fro
m th
e Nat
iona
l Des
ign
Spec
$cat
ion@
for
Woo
d C
onst
ruct
ion.
Mod
ify F
, for
diffe
rent
lo
ad du
ratio
n, if
appl
icab
le (s
eepa
ge 13
). Ca
lcul
ate I
/d w
here
l=un
supp
orte
d le
ngth
of co
lum
n in
inch
es an
d d=
appl
icab
le le
ast a
ctua
l dim
ensio
n of c
olum
n cro
ss se
ctio
n.
Det
erm
ine v
alue
of F
c' fr
om ta
ble.
Tota
l des
ign
load
on
colu
mn
= cr
oss-
sect
iona
l are
a in
squ
are i
nche
s tim
es F
c' v
alue
.
~ ~~
46
48
50
52
54
56
58
60
62
64
66
68
70
72
74
76
78
80
607
560
518
481
447
417
390
365
342
322
303
286
270
256
242
230
218
208
605
558
517
479
446
416
389
364
342
321
303
285
270
255
242
230
218
208
602
556
515
478
445
415
388
363
341
321
302
285
269
255
242
229
218
207
598
553
512
476
443
413
386
362
340
320
301
284
269
254
241
229
218
207
594
549
509
473
441
412
385
361
339
319
300
284
268
254
241
228
217
207
589
545
506
470
438
409
383
359
337
318
299
283
267
253
240
228
217
206
582
540
501
467
435
407
381
357
336
316
298
282
266
252
239
227
216
206
574
533
496
462
431
403
378
355
334
314
296
280
265
251
238
226
215
205
562
523
488
455
426
399
374
351
331
312
294
278
263
250
237
225
214
204
547
510
477
446
418
392
369
347
327
308
291
276
261
248
235
223
213
203
523
491
461
433
407
383
361
340
321
303
287
272
258
245
232
221
211
201
487
461
436
412
389
368
348
329
311
295
280
266
252
240
228
217
207
198
427
410
392
375
358
341
325
309
294
280
267
254
243
231
221
211
202
193
330
322
313
305
296
286
277
267
258
248
239
230
221
212
204
196
188
181
567
523
484
449
417
389
364
341
320
300
283
267
252
239
226
215
204
194
564
521
482
447
416
388
363
340
319
300
282
266
252
238
226
214
204
194
561
518
480
446
415
387
362
339
318
299
282
266
251
238
225
214
203
193
558
515
478
444
413
385
360
338
317
298
281
265
251
237
225
214
203
193
553
512
474
441
411
384
359
336
316
297
280
264
250
237
224
213
203
193
548
507
471
438
408
381
357
335
314
296
279
263
249
236
224
212
202
192
540
501
466
434
405
378
354
333
313
294
278
262
248
235
223
212
201
192
531
493
459
428
400
374
351
330
310
292
276
261
247
234
222
211
200
191
517
482
450
421
394
369
346
326
307
289
273
258
245
232
220
209
199
190
497
466
436
409
384
361
340
320
302
285
269
255
242
229
218
207
197
188
413
395
377
359
342
325
309
294
279
265
253
240
229
218
208
199
190
181
323
315
306
296
287
277
267
257
247
238
228
219
210
202
194
186
178
171
466
440
415
391
369
348
329
311
294
278
263
250
237
225
214
204
195
186
..
..
222(
d)
UN
IT A
XIA
L S
TR
ESS
ES
- SP
AC
ED
CO
LU
MN
S, C
ON
DIT
ION
"b"
- Yd
from
46
to 8
0 Se
e ins
truct
ions
for u
se of
tabl
es on
page
210.
Obt
ain d
esig
n val
ues f
or E
and
Fc fr
om th
e Nat
iona
l Des
ign
Sp
ecij
hfi
on
@
for
Woo
d Con
stru
crio
n. M
odify
Fc f
or di
ffere
nt
load
dura
tion,
if ap
plic
able
(see
page
13)
. Cal
cula
te l/d
whe
re 1 =
unsu
ppor
ted
leng
th of
colu
mn i
n in
ches
and d
=app
licab
le le
ast a
ctua
l dim
ensio
n of c
olum
n cro
ss se
ctio
n.
Det
erm
ine v
alue
of F
c' fr
om ta
ble.
Tota
l des
ign
load
on
colu
mn
= cr
oss-
sect
iona
l are
a in
squa
re in
ches
tim
es F
c' v
alue
.
E 1300
000
-
1200
000
Fc* -
2800
26
00
2400
22
00
2000
1800
16
00
1400
12
00
1000
800
600
400
200
2600
24
00
2200
20
00
1800
1600
14
00
1200
lo
00
800
600
400
200 -
lid
46
48
50
52
54
56
58
60
62
64
66
68
70
72
74
76
78
80
~~
~~
528
487
451
418
389
362
338
317
297
279
263
248
234
222
210
200
190
180
526
486
449
417
388
361
338
316
297
279
263
248
234
222
210
199
189
180
524
483
447
415
386
360
337
315
296
278
262
247
234
221
210
199
189
180
521
481
445
414
385
359
336
315
295
278
262
247
233
221
209
199
189
180
517
478
443
411
383
358
334
313
294
277
261
246
233
220
209
198
188
179
512
474
440
409
381
356
333
312
293
276
260
245
232
220
208
198
188
179
506
469
435
405
378
353
331
310
291
274
259
244
231
219
207
197
187
178
498
462
430
401
374
350
328
308
289
272
257
243
230
218
207
196
187
178
487
453
422
394
369
345
324
304
286
270
255
241
228
216
205
195
186
177
470
439
411
385
361
338
318
299
282
266
252
238
226
214
203
193
184
175
443
397
316
182
488
486
483
480
476 - 417
3 18
307
180
450
448
446
443
440 - 392
360
297
178
416
415
413
41 1
408 -
369
342
287
176
386
385
383
381
379 -
348
328
325
308
277
267
174
171
359
335
358
334
357
333
355
331
353
330
309
292
256
168
313
312
311
3 10
308 - 292
277
246
166
293
292
29 1
290
289 - 275
263
236
163
274
274
273
272
27 1
- 260
250
227
160
25 8
257
257
256
255 - 247
237
217
156
243
242
242
24 1
24 1 - 23
4 22
6 20
8 15
3
229
229
228
228
227
222
215
199
150
216
216
216
215
215 - 21
1 20
5 19
1 14
6 20
5 20
5 20
4 20
4 20
3
200
195
183
143
194
194
193
193
193 - 191
186
175
139
184
184
184
183
183 -
182
173
177
169
168
161
135
132
175
166
175
166
175
166
174
166
174
165
471
436
405
376
351
328
307
287
270
254
240
226
214
202
192
182
173
165
464
431
400
372
347
325
304
285
268
253
238
225
213
202
191
182
173
164
455
423
394
367
343
321
301
283
266
250
236
223
211
200
190
181
172
164
441
411
384
359
336
315
296
278
262
247
234
221
209
199
188
179
171
162
419
393
369
346
326
306
289
272
257
243
229
217
206
196
186
177
169
161
380
360
342
324
306
290
275
260
247
234
222
211
200
191
181
173
165
158
307
297
287
276
266
255
244
234
224
214
205
196
187
179
171
164
157
151
180
178
176
173
171
168
165
162
159
155
152
148
145
141
137
133
130
126
222(
e) F,
+
UN
IT A
XIA
L ST
RESS
ES - S
PACE
D C
OLU
MN
S, C
ON
DIT
ION
llb'
l - Vd
from
46
to 8
0 Se
e ins
truct
ions
for u
se o
f tab
les o
n pag
e 210
. O
btai
n des
ign v
alue
s for
E an
d F
c fro
m th
e Nat
iort
al D
esig
n Sp
ecif
icat
ion@
fo
r W
ood C
onstr
uctio
n. M
odify
Fc f
or di
ffer
ed
load
dura
tion,
if ap
plic
able
(see
page
13)
. Cal
cula
te I/d
whe
re I-
unsu
ppor
ted
leng
th of
colu
mn i
n inc
hes a
nd d=
appl
icab
le le
ast a
ctua
l dim
ensio
n of c
olum
n cro
ss se
ctio
n,
Det
erm
ine v
alue
of F
c' fr
om ta
ble.
Ild
46
48
50
52
54
56
58
60
62
64
66
68
70
72
74
76
78
80
Tota
l des
ign
load
on co
lum
n =
Cro
ss-s
ectio
nal a
rea
in s
quar
e in
ches
tim
es F
e' v
alue
. -
E 1
1m
IOOO
OOO
1800
16
00
1400
12
00
lo00
800
600
400
200
2000
18
00
1600
14
00
1200
- 43
9 40
6 37
6 34
9 32
5 30
3 28
4 26
6 25
0 23
5 22
1 20
9 19
7 18
7 17
7 16
8 16
0 15
2 43
5 40
3 37
3 34
7 32
3 30
2 28
2 26
5 24
8 23
4 22
0 20
8 19
7 18
6 17
6 16
7 15
9 15
2 43
0 39
8 37
0 34
4 32
0 29
9 28
0 26
3 24
7 23
2 21
9 20
7 19
6 18
5 17
6 16
7 15
9 15
1 42
2 39
2 36
4 33
9 31
7 29
6 27
8 26
1 24
5 23
1 21
8 20
6 19
5 18
4 17
5 16
6 15
8 15
0 41
1 38
2 35
6 33
3 31
1 29
2 27
4 25
7 24
2 22
8 21
5 20
4 19
3 18
3 17
4 16
5 15
7 14
9
392
367
360
340
297
286
178
176
344
323
303
322
304
287
275
264
.253
17
3 17
0 16
7
405
373
402
371
399
369
394
365
388
360
1600
36
2 14
00
358
1200
lo
00
346
352
340
319
273
173
346
321
298
344
319
297
341
317
295
338
315
293
334
311
290
328
318
300
26 1
170
306
298
283
250
167
286
279
266
23 8
163
334
33 1
327
321
309
307
303
299
287
285
282
278
267
265
263
260
284
271
242
164
278
277
276
274
27 1
267
262
251
227
160
249
248
246
243 -
- 267
256
23 1
161
260
259
258
256
254
251
246
237
216
156
233
232
230
227 -
- 252
237
224
242
229
217
221
211
201
158
154
150
212
206
192
147
243
228
215
242
228
214
241
227
213
240
225
212
238
224
211
235
222
231
218
223
211
206
196
152
148
209
206
200
187
144
218
205
217
204
216
202
213
201
192
192
191
189
202
202
20 1
200
199
197
194
189
178
140
181
181
180
178 -
20 1
195
183
143
191
190
190
189
188
186
184
1 79
170
136
171
170
1 70
168 -
- 190
185
1 75
139
180
180
179
178
178 - 180
171
163
155
176
168
160
152
167
160
153
146
135
131
127
123
148
145
140
119
170
162
153
146
170
161
153
145
170
161
153
145
169
160
152
145
168
159
151
144
176
167
158
150
143
174
165
157
149
142
170
162
154
146
139
162
154
147
141
134
132
128
124
120
116
139
138
138
138
137
136
135
133
128
112
162
153
145
138
131
161
153
145
137
130
160
152
144
137
130
159
151
143
136
129
124
124
124
123
800
335
312
291
272
254
238
223
210
198
186
176
166
158
149
142
135
128
122
600
314
295
277
260
244
230
216
204
193
182
172
163
155
147
139
133
126
121
400
270
258
246
234
222
211
200
190
181
172
163
155
148
141
134
128
122
117
200
172
169
165
162
158
154
150
146
142
137
133
129
124
120
116
112
108
104
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