What are the key ASTM A6 mill tolerances for W-shapes?

ASTM A6 governs mill tolerances for rolled W-shapes. Key tolerances include: depth ±3 mm for depths up to 310 mm (±5 mm over 310 mm), flange width ±5 mm for bf ≤ 150 mm (±6 mm for bf > 150 mm), flange thickness −0.4 mm to +1.2 mm for tf ≤ 12 mm (wider range for thicker flanges), web thickness −0.4 mm to +0.8 mm, out-of-straightness limited to L/1000 (camber and sweep), cross-section squareness T/b ≤ 2.5% (flange tilt), weight tolerance −2.5% to +2.5% per piece, and length ±6 mm. The under-tolerance on flange and web thickness is the critical case for design: a W14x82 with nominal tf = 0.855 in could measure as low as 0.839 in (−0.4 mm), reducing Ix by approximately 2% and Zx by approximately 1.5%. However, standard capacity tables use nominal dimensions, and the phi resistance factor (φb = 0.90 for flexure) implicitly covers this tolerance range. No additional reduction is needed for standard design. Column buckling formulas in all major codes (AISC, AS 4100, EN 1993) implicitly assume an initial out-of-straightness equal to the mill tolerance of L/1000 to L/1500.

What are the AISC 303 erection tolerances for steel columns?

AISC 303-22 Clause 7.13.1 specifies column plumb tolerances of 1/500 of story height, with a maximum of 25 mm (1 inch) per story, and 50 mm (2 inches) total maximum deviation from theoretical alignment for the full building height. By story height: 10 ft story allows 0.24 in. (6 mm), 12 ft allows 0.29 in. (7 mm), 14 ft allows 0.34 in. (8 mm), 16 ft allows 0.38 in. (10 mm), 20 ft allows 0.48 in. (12 mm). Other erection tolerances include: beam elevation ±5 mm from theoretical, beam horizontal alignment ±5 mm, column splice alignment 3 mm maximum offset, anchor bolt position ±6 mm from bolt group center, base plate bearing 3 mm gap maximum before grouting, and beam-to-column fit-up 3 mm maximum gap at contact surfaces. Column out-of-plumb creates eccentricity in the axial load, generating additional P-Δ moments. For a W14x82 column with Pu = 400 kips and 0.29 in. out-of-plumb in a 12 ft story, the additional moment is P × e = 400 × 0.29/12 = 9.7 kip-ft, which must be accounted for in the column interaction check or accounted for by the notional load method.

What are the standard bolt hole sizes per AISC 303?

AISC 303-22 Table 7.1 specifies standard, oversized, and slotted hole sizes for bolts from 1/2" to 1" diameter. Standard holes are 1/16" larger than the bolt diameter: 9/16" hole for 1/2" bolt, 11/16" for 5/8", 13/16" for 3/4", 15/16" for 7/8", and 1-1/16" for 1". Oversized holes (used in base plates and slotted connections for erection adjustment) are typically 1/8" larger than standard: 5/8" for 1/2" bolt, 13/16" for 5/8", 15/16" for 3/4", 1-1/16" for 7/8", and 1-1/4" for 1". Short slots are the standard hole width by standard hole width plus 1/16" in length. Long slots are standard hole width by 1-1/4" to 2-1/2" long depending on bolt diameter. Oversized and short-slotted holes may be used in any or all plies of a slip-critical connection. Long-slotted holes are permitted in only one ply of a slip-critical connection and must be oriented perpendicular to the load direction. Bearing-type connections restrict oversized and slotted holes more severely per AISC 360 Table J3.5. Base plates use oversized holes (typically 2-1/2" to 3" diameter for 3/4" to 1" anchor bolts) to accommodate anchor bolt position tolerance of ±6 mm.

How do EN 1090 execution classes compare to AISC tolerances?

EN 1090 (Execution of Steel Structures) defines four execution classes (EXC1 through EXC4) that scale tolerance requirements with structural consequence and complexity. EXC1 applies to simple agricultural and domestic structures with the loosest tolerances — roughly equivalent to AISC ordinary moment frame level detailing. EXC2 is the most common class for buildings and bridges with moderate tolerances — broadly comparable to AISC 303 standard tolerances. EXC3 applies to major bridges, high-rise buildings, and fatigue-critical structures with tight tolerances — similar to AISC 341 seismic requirements. EXC4 is reserved for extreme applications (nuclear, offshore) with the tightest tolerances — exceeding typical AISC requirements. Key tolerance differences: EXC2 column plumb is height/500 vs AISC height/500 (similar), EXC2 beam camber tolerance is ±(5+L/3000) mm vs AISC ±(3+L/5000) mm (AISC tighter), EXC2 weld gap is +2/−0 mm vs AWS D1.1 unlimited plus tolerance (EN tighter on minus side). EN 1090 also requires a Factory Production Control (FPC) system with documented weld procedures, material traceability, and inspector qualifications as a CE marking prerequisite — a mandatory quality system absent from AISC.

How do fabrication tolerances affect connection fit-up and erection?

Fabrication and erection tolerances interact with connection design in several critical ways. Member length tolerance of ±3 mm for members up to 10 m creates cumulative fit-up gaps at connections — beams detailed for bearing must have sufficient seat width to accommodate the 3 mm short tolerance. Hole position tolerance of ±1.5 mm requires oversized or slotted holes in at least one ply to guarantee bolt installation. Column splice alignment offset of up to 3 mm between lower and upper column sections requires splice plates with sufficient edge distance to accommodate the offset without reducing net section. Base plate bearing gaps up to 3 mm must be dry-packed or grouted — this is not optional for moment-resisting bases where the gap would create unintended rotational flexibility. Beam-to-column fit-up gaps of up to 3 mm at contact surfaces require shims or drift pins during erection. The cumulative effect of these tolerances is managed through: oversize/slotted holes (allow adjustment), field-drilled holes (match-drill after fit-up), shim packs for gaps, finger shims at base plates before grouting, and drift pins to align bolt holes during erection. AISC 303 permits field modifications within specified limits without engineer approval for routine fit-up adjustments.

Steel Tolerances — Mill, Fabrication & Erection Limits

ASTM A6 mill tolerances, AISC Code of Standard Practice (AISC 303) erection tolerances, and international equivalents. How tolerances affect design calculations.

Why tolerances matter for design

Structural steel is manufactured, fabricated, and erected to specified tolerances -- not exact dimensions. A W14x82 column may be 0.5 mm thicker in the flange than nominal, 3 mm out of straightness over its length, and 15 mm out of plumb after erection. These deviations are normal and permitted, but they generate secondary stresses and eccentricities that must be accounted for in design.

Column buckling formulas in all codes implicitly assume an initial out-of-straightness equal to the mill tolerance (L/1000 to L/1500). If the actual column has a greater initial imperfection, the predicted buckling capacity is unconservative. Similarly, beam-to-column connections designed for zero eccentricity must accommodate the actual dimensional variation from fabrication and erection tolerances.

ASTM A6 mill tolerances (key values)

Property	Tolerance	Notes
Depth (d)	+/- 3 mm (up to 310 mm depth), +/- 5 mm (over 310 mm)	Measured at center of web
Flange width (bf)	+/- 5 mm (bf <= 150 mm), +/- 6 mm (bf > 150 mm)	Per flange
Flange thickness (tf)	-0.4 mm to +1.2 mm (tf <= 12 mm), wider range for thicker	Under-tolerance reduces section properties
Web thickness (tw)	-0.4 mm to +0.8 mm	Under-tolerance reduces shear capacity
Out of straightness	L/1000 (camber and sweep)	Over the full length
Cross-section squareness	T/b <= 2.5%	Flange tilt (out-of-square)
Weight	-2.5% to +2.5%	Per piece, not per length
Length	+/- 6 mm (ordered length)	Per piece
End squareness	1.6 mm max (d <= 310 mm)	Deviation from 90 degrees

The under-tolerance on flange thickness is critical. A W14x82 with tf = 0.855 in nominal could have tf = 0.839 in (-0.4 mm). This reduces Ix by approximately 2% and Zx by approximately 1.5%. Standard capacity tables use nominal dimensions, so the mill tolerance is implicitly covered by the phi factor.

Mill tolerance impact on section properties

Property	Worst-Case Reduction	Reason
Ix (moment of inertia)	1-3%	Reduced tf and tw
Zx (plastic section modulus)	1-2%	Reduced tf
Sx (elastic section modulus)	1-3%	Reduced tf and tw
Aw (web area)	1-3%	Reduced tw
Weight	-2.5% max	Per ASTM A6

These reductions are small and covered by resistance factors (phi = 0.90 for flexure). No additional reduction is needed for standard design.

Fabrication tolerances (AISC 303)

Dimension	Tolerance	Reference
Member length	+/- 3 mm (up to 10 m), +/- 6 mm (over 10 m)	Cl. 6.4.1
Cut-to-cut (connected)	+/- 1.5 mm	Cl. 6.4.1
Hole position	+/- 1.5 mm from nominal	Cl. 6.4.2
Hole diameter	+0.8 mm / -0 mm (standard holes)	Cl. 6.4.2
Camber (induced)	Within 10% of specified	Cl. 6.4.6
Bearing surface flat	1.5 mm max deviation	Cl. 6.4.7
Weld size	-0 mm / +unlimited (fillet)	AWS D1.1
Bolt pretension	Per RCSC Table 8.2	RCSC Spec

Standard hole sizes for bolts (AISC 303-22 Table 7.1)

Bolt Diameter	Standard Hole	Oversized Hole	Short Slot (in)	Long Slot (in)
1/2"	9/16"	5/8"	9/16 x 11/16	9/16 x 1-5/16
5/8"	11/16"	13/16"	11/16 x 7/8	11/16 x 1-9/16
3/4"	13/16"	15/16"	13/16 x 1	13/16 x 1-7/8
7/8"	15/16"	1-1/16"	15/16 x 1-1/8	15/16 x 2-3/16
1"	1-1/16"	1-1/4"	1-1/16 x 1-5/16	1-1/16 x 2-1/2

Oversized and slotted holes are used in base plates and connections where tolerance for field adjustment is needed.

AISC 303 erection tolerances

Condition	Tolerance	Reference
Column plumb (per story)	1/500 of story height, max 25 mm	AISC 303-22 Cl. 7.13.1
Column plumb (total)	50 mm max (toward or away from theoretical)	Cl. 7.13.1
Beam elevation	+/- 5 mm from theoretical	Cl. 7.13.2
Beam horizontal alignment	+/- 5 mm	Cl. 7.13.2
Column splice alignment	3 mm offset max (below to above splice)	Cl. 7.13.3
Anchor bolt position	+/- 6 mm from center of bolt group	Cl. 7.5
Base plate bearing	3 mm gap max (unless grouted)	Cl. 7.5.3
Beam to column fit	3 mm gap at contact surfaces	Cl. 7.13.4
Bracing length	+/- 3 mm	Cl. 7.13.5

Column plumb tolerance by story height

Story Height	Permitted Deviation
10 ft	0.24 in (6 mm)
12 ft	0.29 in (7 mm)
14 ft	0.34 in (8 mm)
16 ft	0.38 in (10 mm)
20 ft	0.48 in (12 mm)

Worked example -- eccentricity from column out-of-plumb

A W14x82 column (A992, Fy = 50 ksi) in a 12 ft story with Pu = 400 kips and Mu = 50 kip-ft.

Maximum permitted out-of-plumb = 12 x 12 / 500 = 0.29 in. Additional moment: delta_M = Pu x e = 400 x 0.29 / 12 = 9.7 kip-ft.

Total design moment = 50 + 9.7 = 59.7 kip-ft. This is a 19% increase over the nominal moment. For a column near its interaction check limit (Pu/phi*Pn = 0.75), this additional eccentricity can push the ratio from 0.95 to 1.05.

In practice, AISC 360 Direct Analysis Method accounts for this by applying notional loads of 0.002Yi at each level, which approximates the effect of L/500 out-of-plumb. If using DAM, separate eccentricity calculation is not needed.

International tolerance standards

Mill tolerances by standard

Parameter	ASTM A6	EN 10034	AS/NZS 3679.1	CSA G40.20
Depth tolerance	+/- 3-5 mm	+/- 2-4 mm	+/- 3-5 mm	+/- 3-5 mm
Flange width	+/- 5-6 mm	+/- 3-5 mm	+/- 4-6 mm	+/- 5-6 mm
Flange thickness	-0.4 to +1.2 mm	-0.5 to +1.5 mm	-0.4 to +1.0 mm	Same as ASTM
Out of straightness	L/1000	L/1000	L/1000	L/1000
Weight	+/- 2.5%	+/- 4%	+/- 2.5%	+/- 2.5%

European EN 10034 tolerances are generally tighter than ASTM A6 for depth and flange width but allow wider weight variation.

Erection tolerances by standard

Parameter	AISC 303	EN 1090-2 EXC2	AS 4100 App E	CSA S16
Column plumb	L/500	L/500	L/500 or 10mm	L/500
Total building	50 mm max	H/1000 max	25 mm max	50 mm max
Beam level	+/- 5 mm	+/- 5 mm	+/- 5 mm	+/- 5 mm
Anchor position	+/- 6 mm	+/- 5 mm	+/- 5 mm	+/- 6 mm
Execution class	Not used	EXC1-EXC3	Not used	Not used

EN 1090 execution classes

Class	Application	Column Plumb	Weld Quality	NDE Required
EXC1	Non-structural, simple structures	L/300	Basic	Visual only
EXC2	Standard buildings (default)	L/500	Standard	Visual + sampling
EXC3	Bridges, seismic, high-consequence	L/750	Enhanced	100% on critical

EXC3 erection plumb tolerance is 1.5x tighter than EXC2. Selecting the wrong execution class can result in rejected work.

Design implications of tolerances

When tolerances become critical

Scenario	Concern	Mitigation
High-utilization columns	Eccentricity from out-of-plumb	Use DAM with notional loads
Slip-critical connections	Hole alignment for pretensioning	Use oversized holes in base plates
Architecturally exposed	Visible gaps and misalignment	Specify AESS tolerances (tighter)
Multi-story moment frames	Cumulative drift from plumb error	Pre-camber or shimming at splices
Crane runway beams	Alignment for crane rail	Specify tighter erection tolerance
Precast connections	Embed placement accuracy	Use adjustment devices

AESS (Architecturally Exposed) tolerances

Feature	Standard AISC 303	AESS Category 1-4	Additional Cost
Weld profile	As-welded	Ground smooth	20-40%
Joint gaps	3 mm max	1.5 mm max	15-30%
Surface preparation	Standard	Enhanced	10-20%
Bolt alignment	Standard	Uniform orientation	5-10%
Connection type	Any	Concealed preferred	10-25%

AESS Category 1 = basic visual requirements. Category 4 = museum quality. Each step up adds fabrication cost.

Common mistakes

Assuming nominal dimensions are exact. Section property databases use nominal values. The actual section may be 1-2% weaker due to under-rolling. For critical members at high utilization, consider mill certificate values.
Not checking anchor bolt tolerances against base plate hole sizes. AISC 303 permits anchor bolts to be +/- 6 mm from theoretical position. If base plate holes are standard (bolt diameter + 2 mm), there is no room for misplacement. Oversized holes are standard practice.
Specifying camber tighter than achievable. Minimum practical camber for hot-rolled beams is approximately 19 mm (3/4 in). Specifying 10 mm camber results in the fabricator ignoring it or cambering to 19 mm.
Ignoring cumulative plumb error in multi-story buildings. Each story may be within L/500 plumb tolerance, but the overall building drift accumulates. A 20-story building could be 50 mm out of plumb at the top. Elevator rails and curtain walls must accommodate this.
Confusing mill tolerance with fabrication tolerance. Mill tolerance is from the rolling process (ASTM A6). Fabrication tolerance is from cutting, drilling, and welding (AISC 303). Both add up in the final erected position.
Not specifying execution class on European projects. EN 1090-2 defaults to EXC2. If the project requires EXC3 (bridges, high-consequence), it must be explicitly stated in the project specification. Discovering this after fabrication is expensive.

Frequently asked questions

What is the standard tolerance for column plumbness? L/500 per story (approximately 0.24 in per 10 ft story height), with a maximum of 50 mm total building lean. Per AISC 303-22 Cl. 7.13.1.

Does the phi factor account for mill tolerances? Yes, statistically. The resistance factors (phi = 0.90 for flexure, phi = 0.75 for bolts) include an allowance for typical dimensional variation. No additional reduction is needed for standard design.

What is the tolerance on bolt hole positions? +/- 1.5 mm from nominal for fabrication (AISC 303 Cl. 6.4.2). Anchor bolt positions in concrete: +/- 6 mm (AISC 303 Cl. 7.5).

When do I need oversized holes? When anchor bolts may be misplaced, when shimming is needed for fit-up, or when the connection must accommodate tolerance stackup. Base plates almost always use oversized holes. Slip-critical connections may NOT use oversized or slotted holes in the outer ply.

What is AESS? Architecturally Exposed Structural Steel. Four categories (1-4) with progressively tighter visual requirements. AESS adds 15-40% to fabrication cost depending on category. Specify in contract documents.

How do tolerances affect connection design? Connection design must accommodate the worst-case combination of mill, fabrication, and erection tolerances. For moment connections, consider adding 10% to the design moment for eccentricity from column out-of-plumb.

Run this calculation

AISC Code of Standard Practice Tolerances

The AISC Code of Standard Practice for Steel Buildings and Bridges (AISC 303-22) establishes the tolerances for fabricated and erected structural steel. These tolerances define the acceptable deviation from theoretical dimensions and are agreed upon between the owner, engineer, fabricator, and erector.

Tolerances by Category

Category	Tolerance Parameter	AISC 303 Limit	Measurement Method	Practical Implication
Column plumbness (individual)	Offset from plumb per story	L/500 (typical)	Plumb bob or laser	Accumulated drift over height
Column plumbness (total)	Total offset from plumb	1.5 in. for H ≤ 300 ft + 0.5 in. per additional 100 ft	Survey at each floor	Affects elevator shafts, cladding
Beam level (elevation)	Deviation from theoretical	±1/8 in. from detailed elevation at each support	Level or transit	Floor flatness, slab thickness
Beam level (adjacent)	Difference between adjacent beams	3/16 in. (floor framing)	Straightedge	Uneven floors
Column splice alignment	Offset at splice	1/16 in. per inch of depth, max 3/8 in.	Direct measurement	Force eccentricity at splices
Beam length	Variation from detailed length	±1/16 in. up to 30 ft	Tape measure	Bearing length, clearance
Member straightness (camber)	Deviation from straight (rolled shapes)	Per ASTM A6 (see table below)	String line	Visual appearance, fit-up
Beam camber (saw-cut)	Variation from specified camber	−0 / +1/4 in. for spans ≤ 40 ft	String line	Slab thickness, ponding
Bearing elevation	Column base plate level	±1/8 in. from theoretical	Level	Anchor rod fit, grout thickness
Anchor rod location	Plan location from theoretical	±1/4 in. (template-controlled)	Survey	Base plate fit, rod bending
Anchor rod elevation	Projection above concrete	±1/8 in. from theoretical	Direct measurement	Nut engagement
Bays (perpendicular)	Squareness of bay	±1/8 in. in 20 ft	Diagonal measurement	Cladding fit, curtain wall
Overall building length	Deviation from plan dimension	±3/8 in. in 100 ft	Survey	Expansion joints, cladding
Roof framing slope	Variation from detailed slope	±1/4 in. in 20 ft	Level	Drainage, ponding

Mill Tolerances per ASTM A6

ASTM A6/A6M is the general specification for rolled structural steel bars, plates, shapes, and sheet piling. It defines the acceptable variations in dimensions produced at the steel mill before fabrication.

Dimension	Tolerance	Applies To	Notes
Depth (depth of section)	±1/8 in. for depths ≤ 12 in.; ±3/16 in. for depths > 12 in.	W, S, M, HP shapes	Measured at web centerline
Flange width	±3/16 in. (varies by size)	W, S, M, HP shapes	Measured at widest point
Flange out-of-square	Max 1/4 in. deviation from 90°	W, S, M, HP shapes	Perpendicular to web
Web thickness	−5% to +10% of nominal	W, S, M, HP shapes	Measured at centerline
Flange thickness	−0.020 in. to +0.060 in. (varies by size)	W, S, M, HP shapes	Measured at flange tip
Camber (sweep)	1/8 in. × (length in ft / 5) for W-shapes	All shapes	Deviation from straight in strong-axis plane
Sweep	1/8 in. × (length in ft / 10) for W-shapes	All shapes	Deviation from straight in weak-axis plane
Length	+0 / −0 (cut short not permitted per standard)	All shapes	Ordered length
Weight per foot	+3.5% / −2.5% of nominal	All shapes	Per piece average
Out-of-square (flanges)	Max 1/4 in. for flanges ≤ 6 in.	W-shapes	Measured at flange tips
Tilt (flange to web angle)	Max 1° from perpendicular	W, S, M, HP	Affects bearing area
Plate thickness	−0.01 to +0.03 in. (for 1/4 to 3/8 in. plate)	Plates	Varies by thickness range
Plate width	+1/8 in. to +1/2 in. over nominal (varies)	Plates	Universal mill plates
Hollow section wall thickness	±10% of nominal wall	HSS	Measured by ultrasonic

Fabrication Tolerances

Fabrication tolerances apply to the work performed by the steel fabricator — cutting, drilling, welding, and assembling individual members and connections.

Item	Fabrication Tolerance	Standard	Effect if Exceeded
Bolt hole diameter	Standard holes: +1/32 in. over nominal (e.g., 13/16 for 3/4 bolt)	AISC 303, RCSC	Slip-critical capacity reduced
Bolt hole location	±1/16 in. from detailed dimensions	AISC 303	Fit-up issues, force eccentricity
Cut length	±1/16 in. (typical)	AISC 303	Bearing area, connection fit
End preparation (bevel)	±2° from specified angle	AWS D1.1	Groove weld volume, fit-up
Weld size (fillet)	Undersize: max 1/16 in. for welds ≤ 5/16 in.; max 1/8 in. for larger	AWS D1.1 Table 6.1	Reduced weld capacity
Column base plate flatness	±1/8 in. in any direction	AISC 303	Grout thickness variation
Camber (saw-cut)	−0 / +1/4 in. (up to 40 ft span)	AISC 303	Insufficient camber = ponding
Connection angle spread	±1/16 in. from detailed dimension	AISC 303	Beam insertion difficulty
Member straightness (after fab)	Same as mill tolerance unless otherwise specified	AISC 303	Visual, erection alignment
Curvature (heat-cambered)	−0 / + as specified by engineer	AISC 303	Under-camber = ponding
Bolt group pattern	±1/16 in. from theoretical (template)	AISC 303	Bolt fit-up, prying action

Erection Tolerances

Erection tolerances govern the final position of steel members as placed in the field. These account for cumulative fabrication variations plus field adjustment.

Parameter	Erection Tolerance	Measured At	Consequence of Exceeding
Column plumbness (per story)	1/500 of story height (1/4 in. per 10 ft typical)	Each column at every floor	Accumulated lean, cladding conflicts
Column plumbness (total building)	1.5 in. (H ≤ 300 ft) + 0.5 in. per additional 100 ft	Top of building	Core alignment, elevator rails
Beam alignment (plan)	±3/8 in. from grid line	Top flange centerline	Deck bearing, wall alignment
Floor elevation	±1/4 in. from theoretical	Top of steel at supports	Slab thickness, floor flatness
Adjacent beam elevation	3/16 in. max difference	Adjacent top flanges	Uneven slab, trip hazard
Splice alignment	3/8 in. max offset	At column or beam splice	Force eccentricity
Bracing member position	±3/8 in. from theoretical	Centerline at connections	Force angle deviation
Clearance at fireproofing	Maintain specified clearance	All fireproofed members	Insufficient thermal protection
Connection gap (field)	Per AISC manual details	Shear tabs, end plates	Bolt insertion, weld access

Camber and Sweep Limits

Camber and sweep are the two types of out-of-straightness in rolled steel shapes. Understanding these limits is essential for specifying acceptable material and for determining when corrective action (heat cambering, shimming) is needed.

Condition	Definition	ASTM A6 Limit (typical W-shape)	When to Specify Tighter	Correction Method
Camber	Curvature in the plane of the web (strong axis)	1/8 in. × (L/5) where L = length in ft	When L/360 deflection governs, or for composite beams	Heat cambering, mechanical straightening
Sweep	Curvature perpendicular to the web (weak axis)	1/8 in. × (L/10) where L = length in ft	When alignment with cladding or curtain wall is critical	Heat straightening, press straightening
Reverse camber	Curvature opposite to intended direction	Not permitted for specified camber	When camber is specified, reverse is grounds for rejection	Re-roll or heat correct
Kink (local bend)	Sharp localized deviation	Not covered by ASTM A6	When visible or affecting connections	Heat straightening with supervision

Practical note on camber specification: For composite floor beams, specifying camber equal to the dead load deflection (not including live load) is standard practice. The AISC-recommended camber tolerance is −0 in. / +1/4 in., meaning the beam can be over-cambered but never under-cambered from the specified value. This ensures the beam will not sag below level under dead load alone.

Related references

Disclaimer

This page is for educational and reference use only. It does not constitute professional engineering advice. All design values must be verified against the applicable standard and project specification before use. The site operator disclaims liability for any loss arising from the use of this information.