W40×235 Steel Beam
A W40×235 is a wide flange steel beam 39.7 inches deep with 11.9-inch flanges, weighing 235 pounds per foot. In ASTM A992 steel (Fy = 50 ksi) it has a design bending strength of 3,788 kip-ft (LRFD) when its compression flange is braced, and a design shear strength of 989 kips.
Design a W40×235 beam Opens a 60 ft span in the free beam designer.
W40×235 dimensions
| Dimension | Value |
|---|---|
| Depth, d | 39.7 in |
| Flange width, bf | 11.9 in |
| Flange thickness, tf | 1.58 in |
| Web thickness, tw | 0.830 in |
| Distance to web toe of fillet, kdes | 2.76 in |
| Distance between flange centroids, ho | 38.12 in |
| Cross-sectional area, A | 69.0 in2 |
| Weight | 235 lb/ft |
Dimensions are AISC design values. Detailing dimensions are rounded to the nearest 1/16 in.
W40×235 section properties
| Property | Strong axis (x) | Weak axis (y) |
|---|---|---|
| Moment of inertia, I | 17400 in4 | 444 in4 |
| Elastic section modulus, S | 875 in3 | 74.6 in3 |
| Plastic section modulus, Z | 1010 in3 | 118 in3 |
| Radius of gyration, r | 15.9 in | 2.54 in |
| Torsion and slenderness | Value |
|---|---|
| Torsional constant, J | 41.3 in4 |
| Warping constant, Cw | 161000 in6 |
| Effective radius of gyration, rts | 3.11 in |
| Flange slenderness, bf/2tf | 3.77 |
| Web slenderness, h/tw | 41.2 |
W40×235 bending and shear strength
For ASTM A992 steel (Fy = 50 ksi, E = 29,000 ksi) per AISC 360-16. Its flanges and web are compact for bending, so with its compression flange braced it reaches its full plastic moment.
| Strength | LRFD | ASD |
|---|---|---|
| Bending, compression flange braced | φMn = 3,788 kip-ft | Mn/Ω = 2,520 kip-ft |
| Shear | φVn = 989 kips | Vn/Ω = 659 kips |
If the compression flange isn't braced, the beam can buckle sideways before it yields. Up to Lp = 9.0 ft between braces it keeps its full strength; past Lr = 28.4 ft it buckles elastically. With uniform moment between braces (Cb = 1.0):
| Unbraced length, Lb | φMn (LRFD) | Mn/Ω (ASD) |
|---|---|---|
| Braced | 3,788 kip-ft | 2,520 kip-ft |
| 5 ft | 3,788 kip-ft | 2,520 kip-ft |
| 9.0 ft (Lp) | 3,788 kip-ft | 2,520 kip-ft |
| 10 ft | 3,709 kip-ft | 2,468 kip-ft |
| 15 ft | 3,326 kip-ft | 2,213 kip-ft |
| 20 ft | 2,942 kip-ft | 1,958 kip-ft |
| 25 ft | 2,559 kip-ft | 1,703 kip-ft |
| 28.4 ft (Lr) | 2,297 kip-ft | 1,528 kip-ft |
| 30 ft | 2,122 kip-ft | 1,412 kip-ft |
| 35 ft | 1,710 kip-ft | 1,138 kip-ft |
| 40 ft | 1,432 kip-ft | 953 kip-ft |
| 45 ft | 1,231 kip-ft | 819 kip-ft |
| 50 ft | 1,081 kip-ft | 719 kip-ft |
| 55 ft | 964 kip-ft | 641 kip-ft |
A beam with a uniform load between braces has Cb above 1.0 (1.14 for a simple span braced only at its ends), so these values are conservative. The beam designer works out Cb for every segment between braces.
W40×235 load table by span
The largest uniform load a simply supported W40×235 can carry, in kips per foot, with its compression flange braced along its length (by a floor or roof deck, for example). The loads include the beam's own weight of 0.235 kips per foot.
| Span | Factored load (LRFD) | Allowable load (ASD) | Load at span/360 | Load at span/240 |
|---|---|---|---|---|
| 20 ft | 75.8 | 50.4 | 93.4 | 140.2 |
| 22 ft | 62.6 | 41.7 | 70.2 | 105.3 |
| 24 ft | 52.6 | 35.0 | 54.1 | 81.1 |
| 26 ft | 44.8 | 29.8 | 42.5 | 63.8 |
| 28 ft | 38.6 | 25.7 | 34.1 | 51.1 |
| 30 ft | 33.7 | 22.4 | 27.7 | 41.5 |
| 32 ft | 29.6 | 19.7 | 22.8 | 34.2 |
| 34 ft | 26.2 | 17.4 | 19.0 | 28.5 |
| 36 ft | 23.4 | 15.6 | 16.0 | 24.0 |
| 38 ft | 21.0 | 14.0 | 13.6 | 20.4 |
| 40 ft | 18.9 | 12.6 | 11.7 | 17.5 |
| 42 ft | 17.2 | 11.4 | 10.1 | 15.1 |
| 44 ft | 15.7 | 10.4 | 8.78 | 13.2 |
| 46 ft | 14.3 | 9.53 | 7.68 | 11.5 |
| 48 ft | 13.2 | 8.75 | 6.76 | 10.1 |
| 50 ft | 12.1 | 8.06 | 5.98 | 8.97 |
| 52 ft | 11.2 | 7.46 | 5.32 | 7.97 |
| 54 ft | 10.4 | 6.91 | 4.75 | 7.12 |
| 56 ft | 9.66 | 6.43 | 4.26 | 6.39 |
| 58 ft | 9.01 | 5.99 | 3.83 | 5.75 |
| 60 ft | 8.42 | 5.60 | 3.46 | 5.19 |
| 62 ft | 7.88 | 5.24 | 3.14 | 4.71 |
| 64 ft | 7.40 | 4.92 | 2.85 | 4.28 |
| 66 ft | 6.96 | 4.63 | 2.60 | 3.90 |
| 68 ft | 6.55 | 4.36 | 2.38 | 3.57 |
| 70 ft | 6.18 | 4.11 | 2.18 | 3.27 |
| 72 ft | 5.84 | 3.89 | 2.00 | 3.00 |
| 74 ft | 5.53 | 3.68 | 1.84 | 2.77 |
| 76 ft | 5.25 | 3.49 | 1.70 | 2.55 |
| 78 ft | 4.98 | 3.31 | 1.58 | 2.36 |
| 80 ft | 4.73 | 3.15 | 1.46 | 2.19 |
| 82 ft | 4.51 | 3.00 | 1.36 | 2.03 |
| 84 ft | 4.29 | 2.86 | 1.26 | 1.89 |
| 86 ft | 4.10 | 2.73 | 1.18 | 1.76 |
| 88 ft | 3.91 | 2.60 | 1.10 | 1.65 |
| 90 ft | 3.74 | 2.49 | 1.03 | 1.54 |
| 92 ft | 3.58 | 2.38 | 0.96 | 1.44 |
| 94 ft | 3.43 | 2.28 | 0.90 | 1.35 |
| 96 ft | 3.29 | 2.19 | 0.84 | 1.27 |
| 98 ft | 3.15 | 2.10 | 0.79 | 1.19 |
- Factored and allowable loads are limited by bending, or by shear where marked *.
- The deflection columns are the service loads that make the beam sag span/360 or span/240. Compare span/360 with the live load alone and span/240 with dead plus live load, the usual floor limits in IBC Table 1604.3.
Reading the table
At a 60 ft span, a W40×235 carries a factored load of 8.42 kips per foot (LRFD) or an allowable load of 5.60 kips per foot (ASD). A live load of 3.46 kips per foot would deflect it span/360, which is 2.00 in. The beam works if the factored load is under the first number and the live and total loads are under the deflection numbers. For other spans, supports or loads, open it in the beam designer, or follow the steel beam design guide to check one by hand.
W40×235 questions
What does W40×235 mean?
W means a wide flange shape. 40 is its nominal depth in inches (the actual depth is 39.7 in) and 235 is its weight in pounds per foot.
How much does a W40×235 weigh?
235 pounds per foot, so a 20 ft W40×235 weighs about 4,700 pounds.
How far can a W40×235 span?
It depends on the load. Braced along its length, it carries 75.8 kips per foot of factored load at 20 ft and 3.15 kips per foot at 98 ft; the load table has the spans in between. Floor beams are often 60 to 79 ft for this depth (span-to-depth ratios of about 18 to 24), where deflection usually governs.
Is a W40×235 a compact section?
Yes. Its flanges (bf/2tf = 3.77) and web (h/tw = 41.2) are both compact for bending in 50 ksi steel.