Composite Steel Beam Calculator

Steel-concrete composite beam design with shear stud capacity, partial interaction, and transformed section analysis. Educational use only.

This page documents the scope, inputs, outputs, and computational approach of the Composite Steel Beam Calculator on steelcalculator.app. The interactive calculator is designed to run in your browser for speed, but this documentation is written so the page remains useful (and indexable) even if JavaScript is not executed.

What this tool is for

• Fast screening and iteration while you are exploring composite beam configurations, stud layouts, and deck profiles.
• Creating a repeatable calculation workflow that a reviewer can audit.
• Learning the terminology and the "shape" of a typical check for composite beam design per AISC 360-I3, EN 1994-1-1, AS 2327, and CSA S16.

What this tool is not for

• It is not a complete design package and does not replace the governing standard, project specification, or an engineer's judgment.
• It is not a substitute for system-level checks (floor diaphragm action, vibration, fire resistance, construction-stage stability).
• It does not guarantee compliance with any specific standard, because compliance depends on configuration, edition, and jurisdictional requirements.

Key concepts this page covers

• Effective flange width determination per code
• Transformed section properties (elastic and plastic neutral axes)
• Shear stud strength and layout (full and partial composite action)
• Partial interaction theory and interpolation
• Construction-stage (unshored) versus composite-stage checks
• Deflection: construction dead load, superimposed dead load, live load, and long-term creep effects
• Camber specification for steel beams in composite construction

Inputs and naming conventions (high-level)

The calculator UI may present different groupings depending on the selected standard or mode, but inputs generally fall into these categories:

1) Steel beam properties Section designation (W-shape), steel grade (F_y), beam span, beam spacing (tributary width), and construction condition (shored or unshored). For unshored construction, the steel beam alone carries the wet concrete weight; for shored construction, the composite section carries all loads.

2) Concrete slab properties Slab thickness (total and above deck), concrete compressive strength (f'_c), concrete unit weight (normal weight = 145 pcf, lightweight = 110-120 pcf), metal deck profile (depth, rib spacing, orientation relative to beam), and reinforcement (welded wire fabric or rebar).

3) Shear stud properties Stud diameter (3/4 in or 7/8 in typical), stud height (after welding), stud ultimate tensile strength (F_u = 65 ksi typical), number of studs per rib, and stud layout (uniform spacing or variable based on shear flow).

4) Standard / method selection The same physical beam can be checked using different methods, with different effective width definitions, stud capacity equations, and partial interaction rules. A tool can only be unambiguous when you lock down the standard and edition you are matching.

The most common inputs for this tool include: beam span, beam spacing, slab thickness, deck profile, concrete strength, stud diameter, and number of studs.

Outputs you should expect

A well-behaved calculator output should be both summary-friendly and auditable:

• Headline results: composite moment capacity (phi*M_n), number of studs required for full and partial composite action, controlling utilization ratio.
• Transformed section properties: elastic neutral axis location, moment of inertia (I_tr), section modulus to top of steel and bottom of steel.
• Stud layout schedule along the beam length.
• Deflections: construction dead load (unshored), superimposed dead load, live load, and total (with long-term creep multiplier on dead load).
• Intermediate values: effective flange width, stud capacity per stud (Q_n), degree of composite action, concrete compression block depth.

If the output is not auditable, treat it as a black box and do not rely on it for anything beyond quick intuition.

Computation approach (what happens under the hood)

This calculator is intended to implement a deterministic sequence of steps:

1. Normalize inputs into a consistent internal unit system (all lengths in inches or mm, all forces in kips or kN), then convert back for display.
2. Compute effective flange width — per AISC 360 I3.1a: b_eff = min(span/8, half-distance to adjacent beam on each side) for interior beams, or min(span/8, distance to slab edge) for exterior beams. EN 1994-1-1 Cl 5.4.1.2: b_eff = b_0 + sum(b_ei), where b_ei = min(L_e/8, b_i).
3. Compute shear stud capacity — per AISC 360 I3.2d: Qn = 0.5 * Asa * sqrt(f'_c _ E_c) <= R_g _ Rp * Asa * Fu. EN 1994-1-1 Cl 6.6.3: P_Rd = min(0.8 * fu * pi _ d^2 / (4 _ gammaV), 0.29 * alpha _ d^2 _ sqrt(fck * E_cm) / gamma_V).
4. Determine compression block depth — for full composite action: a = (sum Q*n) / (0.85 * f'_c _ b_eff) per AISC. For the plastic neutral axis (PNA): check whether PNA lies in slab, in steel flange, or in steel web.
5. Compute composite moment capacity — plastic stress distribution method (AISC I3.2c): assume concrete stress = 0.85*f'_c over depth a, steel stress = F_y in tension and compression. Sum forces to find PNA location, sum moments about PNA to get M_n.
6. Apply partial interaction if applicable — per AISC I3.2c(4), for partial composite action (25% minimum): M_n = M_s + (sum Q_n / C_f) * (M_c - M_s), where M_s = steel moment alone, M_c = full composite moment, C_f = compression force in slab for full composite action.
7. Check shear — steel beam alone resists all shear per AISC I3.2b(3). phi*V_n of steel section must exceed V_u.
8. Compute deflections — (a) construction stage: steel beam alone with wet concrete weight (unshored), I_x of steel section. (b) composite stage superimposed dead load: transformed section I_tr with short-term modular ratio n = E_s/E_c. (c) live load: same transformed section. (d) long-term dead load deflection: transformed section with 2n or 3n modular ratio to account for concrete creep.
9. Render the report with section sketches showing PNA location, stud layout diagram, deflection summary table, and utilization ratios.

The implementation should also apply predictable rounding rules: keep higher precision internally, and only round for display. This is essential for stable regression tests.

Verification workflow (recommended QA steps)

This section is not a design instruction; it is a quality-assurance pattern for checking any engineering calculator.

1. Unit sanity check: confirm that each input has the unit you think it has. A common failure mode is mixing psi and ksi for concrete strength, or inches and feet for slab dimensions.
2. Independent replication: compute at least one stud's capacity by hand (Qn equation) and one transformed section property (I_tr). You are validating the _method, not chasing an exact rounded match.
3. Sensitivity test: increase the number of studs — the degree of composite action and moment capacity should increase monotonically.
4. Boundary test: test with minimum slab thickness (2 in cover over deck), zero studs (steel-only capacity), and very wide effective flange (span/8 limit should cap it).
5. Documentation: record the standard/mode, inputs, and the controlling output in a calculation note format so the result can be reviewed later.

For a structured approach, see: How to verify calculator results.

How the Composite Steel Beam Calculator Works

The calculator designs the steel beam and shear studs for a steel-concrete composite floor beam. The steel beam (typically a W-shape) acts compositely with the concrete slab through shear studs welded to the top flange. The studs transfer horizontal shear between the slab and beam, enabling the two materials to act as a single section.

Effective flange width defines how much of the concrete slab is mobilized in compression with the steel beam. Codes define this width to account for shear lag — the slab stress is highest near the steel beam and decays with distance. The AISC definition (span/8 each side for interior beams) captures this effect empirically. For a 30 ft span, the effective width per side is 30*12/8 = 45 in, so for a beam at 10 ft (120 in) spacing, the effective width is min(45+45, 120) = 90 in.

Shear stud capacity depends on the concrete strength, stud diameter, stud material strength, and the deck profile geometry. Studs in metal deck with ribs perpendicular to the beam have reduced capacity because the concrete in the rib may split away from the stud. AISC Table I3.2 provides reduction factors R_g and R_p: R_g = 1.0 for one stud per rib (welded in the strong position), R_p = 0.6 for ribs perpendicular with e_mid-ht >= 2 in.

Full versus partial composite action: Full composite action means enough studs are provided so that adding more studs does not increase moment capacity (the section is either concrete-controlled or steel-controlled, and the limiting force is reached). Partial composite action uses fewer studs than full — a linear interpolation between steel-only capacity and full composite capacity is permitted down to 25% composite action per AISC. This is often the most economical solution because stud installation cost is significant — roughly $2-5 per stud installed, and a typical beam may require 20-40 studs.

Construction stage: In unshored construction, the steel beam alone must support the wet concrete weight plus construction live load (typically 20 psf). This is often the governing condition for steel beam selection because the steel section alone has much lower stiffness than the composite section. The construction-stage check verifies flexure (F_y limit or LTB for unbraced top flange during deck placement), shear, and deflection (typically limited to L/360 or 1 in maximum for wet concrete — excessive deflection wastes concrete).

Key Equations

Effective flange width (AISC 360-22 I3.1a, interior beam):

b_eff = min(L/8, s/2) * 2   (sum of both sides)

Where L = beam span, s = clear distance to adjacent beam web.

Shear stud strength (AISC 360-22 I3.2d):

Q_n = 0.5 * A_sa * sqrt(f'_c * E_c) <= R_g * R_p * A_sa * F_u

Where Asa = pi * d^2/4 (stud cross-sectional area), Ec = w_c^1.5 * sqrt(f'_c) (concrete modulus), R_g and R_p from Table I3.2.

Plastic moment capacity — PNA in slab (full composite, AISC I3.2c):

a = (A_s * F_y) / (0.85 * f'_c * b_eff)
M_n = A_s * F_y * (d/2 + t_slab - a/2)

Where A_s = steel area, d = steel depth, t_slab = slab thickness above deck.

Plastic moment capacity — PNA in steel flange (when A_sF_y > 0.85f'_cb_efft_slab):

C_conc = 0.85 * f'_c * b_eff * t_slab
a = t_slab  (concrete fully stressed)
PNA depth in flange: y = (A_s*F_y - C_conc) / (2 * b_f * F_y)
M_n = C_conc * (d/2 + t_slab/2) + 2*b_f*y*F_y * (d/2 - y/2)

Partial composite moment (linear interpolation, AISC I3.2c(4)):

M_n = M_s + (sum_Q_n / C_f) * (M_c - M_s)

Where M_s = steel section plastic moment, M_c = full composite moment, C_f = min(A_sF_y, 0.85f'_cb_efft_slab), sum_Q_n = total stud capacity on beam.

EN 1994-1-1 stud capacity (Cl 6.6.3.1):

P_Rd = min(0.8 * f_u * pi * d^2 / (4 * gamma_V), 0.29 * alpha * d^2 * sqrt(f_ck * E_cm) / gamma_V)

Where alpha = 0.2*(h_sc/d + 1) for 3 <= h_sc/d <= 4, or alpha = 1.0 for h_sc/d > 4. gamma_V = 1.25 (partial factor for connectors).

Deflection — transformed section moment of inertia:

n = E_s / E_c  (short-term modular ratio)
I_tr = I_steel + A_s * (d/2 - y_ena)^2 + (b_eff/n) * t_slab^3 / 12 + (b_eff * t_slab / n) * (d + t_slab/2 + h_deck - y_ena)^2

Where y_ena = elastic neutral axis measured from bottom of steel. For long-term deflection (creep), use 2n or 3n in the concrete term.

Design Code Requirements

Key difference: EN 1994-1-1 is the only code entirely dedicated to composite steel-concrete construction. It provides more refined rules for partial interaction (interpolation method for ductile connectors, m-k method for non-ductile connectors) and explicitly requires a minimum degree of shear connection eta that depends on the beam span. AISC 360 is simpler — a single linear interpolation equation applies for all partial composite cases. AS 2327 closely follows AISC methodology but with Australian material standards (AS/NZS 3679.1 steel, AS 3600 concrete). CSA S16 §17 aligns with AISC but uses Canadian material properties and phi factors.

Step-by-Step Example

Problem: Design a composite floor beam for a 30 ft simply-supported span. Beam spacing = 10 ft (tributary width). W16x31 steel beam (A992, F_y = 50 ksi, A_s = 9.13 in^2, d = 15.9 in, I_x = 375 in^4, Z_x = 54.0 in^3). Slab: 4.5 in normal-weight concrete (f'_c = 4 ksi, w_c = 145 pcf) on 2 in metal deck (ribs perpendicular to beam). Studs: 3/4 in diameter, F_u = 65 ksi, one stud per rib. Unshored construction. Design code: AISC 360-22 LRFD.

Step 1 — Effective flange width: L/4 = 30*12/4 = 90 in. Beam spacing = 120 in. b_eff = min(90, 120) = 90 in.

Step 2 — Concrete above deck: Slab thickness above deck = 4.5 in. Deck depth = 2 in (rib). Total slab depth = 6.5 in.

Step 3 — Shear stud capacity (3/4 in stud, one per rib, ribs perpendicular): Asa = pi * 0.75^2 / 4 = 0.442 in^2. Ec = 145^1.5 * sqrt(4000) = 1746 _ 63.25 = 3,490 ksi. Concrete limit: Q_n = 0.5 _ 0.442 _ sqrt(4 _ 3490) = 0.221 _ sqrt(13,960) = 0.221 _ 118.2 = 26.1 kips. Steel limit (with deck reduction): R*g = 1.0 (one stud per rib), R_p = 0.6 (ribs perpendicular, e_mid-ht >= 2 in). Q_n_steel = 1.0 * 0.6 _ 0.442 * 65 = 17.2 kips. Controlling Q_n = min(26.1, 17.2) = 17.2 kips per stud.

Step 4 — Number of studs for full composite action: Compression capacity of slab: Cconc = 0.85 * f'_c _ b_eff _ tslab_above_deck = 0.85 * 4 _ 90 _ 4.5 = 1,377 kips. Tension capacity of steel: Tsteel = A_s * Fy = 9.13 * 50 = 456.5 kips. C_f = min(1377, 456.5) = 456.5 kips (steel-controlled). N_full = C_f / Q_n = 456.5 / 17.2 = 26.6 → 28 studs (14 pairs).

Step 5 — Compression block depth (full composite): a = C*f / (0.85 * f'_c _ b_eff) = 456.5 / (0.85 _ 4 _ 90) = 456.5 / 306 = 1.49 in. PNA is in slab (a = 1.49 in < 4.5 in slab above deck). This is typically the most efficient case.

Step 6 — Full composite moment capacity: Mn = C_f * (d/2 + tslab_above_deck + h_deck - a/2) = 456.5 * (15.9/2 + 4.5 + 2 - 1.49/2) = 456.5 _ (7.95 + 6.5 - 0.745) = 456.5 _ 13.705 = 6,256 kip-in = 521.3 kip-ft. phi = 0.90. phi*M_n = 0.90 * 521.3 = 469.2 kip-ft.

Step 7 — Steel-only moment capacity (construction check): Mp_steel = F_y * Zx = 50 * 54.0 = 2,700 kip-in = 225 kip-ft. phi*M_n_steel = 0.90 * 225 = 202.5 kip-ft.

Step 8 — Partial composite (50% studs = 14 studs): Sum Qn = 14 * 17.2 = 240.8 kips. Mn_partial = M_s + (sum_Q_n / C_f) * (Mc - M_s) = 225 + (240.8/456.5) * (521.3 - 225) = 225 + 0.528 _ 296.3 = 225 + 156.4 = 381.4 kip-ft. phiM_n = 0.90 * 381.4 = 343.3 kip-ft (73% of full composite capacity with 50% of studs).

Step 9 — Factored demands (LRFD): Dead load: slab = 4.5/12 _ 145 _ 10 + deck self-weight ~2 psf _ 10 = 544 + 20 = 564 plf; beam SW = 31 plf; total DL = 595 plf. Superimposed DL (finishes, ceiling, MEP) = 15 psf _ 10 = 150 plf. Live load = 50 psf _ 10 = 500 plf (reducible per ASCE 7, but use unreduced for simplicity). w_u = 1.2_(595+150) + 1.6500 = 1.2745 + 800 = 894 + 800 = 1,694 plf = 1.69 klf. M_u = 1.69 * 30^2 / 8 = 190.1 kip-ft.

Step 10 — Utilization: Composite moment capacity = 469.2 kip-ft. M_u = 190.1 kip-ft. Utilization = 190.1 / 469.2 = 0.405 — full composite is over-designed. With partial composite (50% studs, 14 studs): 190.1 / 343.3 = 0.554 PASS with margin.

Construction-stage check (unshored): Wet concrete + deck + beam SW = 595 plf (assume deck provides some distributed load). Construction live load = 20 psf * 10 = 200 plf. w_construction = 1.2595 + 1.6200 = 714 + 320 = 1,034 plf. M_u_construction = 1.034 * 30^2 / 8 = 116.3 kip-ft. phi*M_n_steel = 202.5 kip-ft. Utilization = 116.3/202.5 = 0.574 PASS (unshored OK).

Deflection — construction (wet concrete only, service): deltaDL = 5 * (0.595 klf) _ (3012)^4 / (384 * 29000 _ 375) = 5 _ 0.595 * 1.679610^9 / (384 _ 29000 _ 375 * 1000) [convert klf to kip/in: 0.595/12 = 0.0496 k/in] Actually: w = 0.595 klf = 0.0496 k/in. delta = 50.0496*(360)^4 / (38429000375) = 5*0.0496*1.6796e9 / 4.176e9 = 4.165e8 / 4.176e9 = 0.10 in = L/3600 — well within L/360 = 1.0 in limit.

Result: W16x31 with 14 pairs of 3/4 in studs (28 total) at uniform spacing achieves 0.55 utilization in partial composite. Construction stage governs beam size for unshored condition but is well within capacity. Full composite would require 28 pairs (56 studs) with minimal practical benefit given the low utilization.

Common Design Mistakes

• Selecting the steel beam for composite capacity without checking the construction stage: The steel beam alone supports the wet concrete weight in unshored construction. For spans over 25 ft, construction-stage deflection often controls beam size more than composite-stage strength. A W16x31 may be adequate for composite strength at 30 ft span but the construction deflection of the bare steel beam may exceed L/360, wasting concrete due to ponding.
• Applying deck reduction factors incorrectly for stud strength: When ribs are perpendicular to the beam, the R_p factor (0.6 for one stud per rib, 0.75 for two studs per rib) dramatically reduces stud capacity — a single 3/4 in stud drops from 21.9 kips (solid slab) to 13.1 kips (perpendicular ribs). Designers sometimes forget this reduction, leading to under-designed stud layouts.
• Using the gross concrete thickness instead of thickness above the deck for compression: The concrete in the metal deck ribs is below the neutral axis for typical PNA-in-slab cases and does not contribute to compression. Only the concrete above the top of the deck is effective in compression. Using the total slab thickness overestimates capacity.
• Neglecting long-term creep effects on deflection: Under sustained dead load, concrete creeps — the modular ratio effectively doubles or triples over time (2n or 3n). This means the composite section stiffness for long-term dead load deflection is significantly lower than for short-term live load. A beam that passes the live-load deflection check at n = 8 may fail the total-load check at 3n = 24.
• Assuming the effective flange width is the full beam spacing: The L/8 limit often controls for long-span beams. For a 40 ft beam, L/4 = 120 in = 10 ft, so maximum effective width is 10 ft regardless of beam spacing. For a beam at 15 ft spacing, the effective width is only 10 ft — the outer 2.5 ft of slab on each side is not effective in composite action. This reduces the compression block and the moment capacity proportionally.
• Ignoring stud ductility requirements for partial composite design: AISC limits partial composite design to cases where the studs are ductile (sufficient deformation capacity to redistribute shear along the beam). Non-ductile studs (e.g., studs in very high-strength concrete, or studs with very low h/d ratios) may not achieve the necessary slip for the linear interpolation method to be valid. EN 1994-1-1 explicitly requires a minimum stud deformation capacity of 6 mm for the interpolation method.

Frequently Asked Questions

What is the difference between shored and unshored composite construction? In shored construction, temporary supports are placed under the steel beam during concrete placement, so the wet concrete weight is carried by the shores rather than the steel beam. After the concrete cures, the shores are removed and the composite section carries all loads (dead + live). This allows lighter steel beams and eliminates the construction-stage deflection check. In unshored construction, the steel beam alone supports the wet concrete weight, and the composite section only carries loads applied after curing (superimposed dead + live). Shoring is more expensive in labor and schedule but produces a more efficient final design. For spans over ~30 ft, shoring is often worth the additional cost because the steel savings outweigh the shoring cost.

How many shear studs do I need — full or partial composite? The answer depends on the demand-to-capacity ratio of the composite section. If the composite moment capacity with full interaction far exceeds the factored demand (utilization < 0.6), partial composite action will likely be adequate and more economical. The minimum degree of composite action is 25% per AISC 360. A practical approach: (a) compute the required moment capacity (M_u), (b) compute steel-only capacity (phiM_s), (c) the composite action must bridge the gap: required composite contribution = M_u - phiM_s, (d) solve for required sum_Q_n from the interpolation equation, (e) divide by Q_n per stud. Often, 40-60% composite action is the economical range. For uniformly loaded beams, shear studs can be spaced uniformly; for beams with concentrated loads or varying shear, studs should be concentrated near the supports where shear flow is highest.

How does metal deck orientation affect composite beam design? Metal deck ribs can be oriented parallel or perpendicular to the steel beam. Parallel ribs: the concrete in the ribs runs alongside the beam, so the ribs do not interrupt the compression block. The full slab thickness (including ribs) can be used for compression, and stud reduction factors R_g = 1.0, R_p = 0.75 (for ribs parallel, e_mid-ht requirement must still be met). Perpendicular ribs: the ribs create "valleys" in the concrete compression zone; only the concrete above the deck top is effective in compression, and studs in the rib have reduced capacity (R_p = 0.6 for one stud per rib). Parallel rib orientation is structurally more efficient but requires coordination with the deck span direction — deck typically spans the shorter direction, so parallel ribs occur when the beam is perpendicular to the deck span.

What is the modular ratio and why does it matter for composite beams? The modular ratio n = E_s / E_c converts the concrete area into an equivalent steel area for elastic analysis. For normal-weight concrete (f'_c = 4 ksi), E_c = 145^1.5 * sqrt(4000) = 3,490 ksi, and E_s = 29,000 ksi, so n = 29,000/3,490 = 8.3 (typically rounded to 8). A transformed section property (I_tr) is computed by dividing the concrete area by n, which places the concrete at an equivalent stiffness to steel. The modular ratio affects the elastic neutral axis location and the section modulus — a lower n (stiffer concrete) moves the neutral axis upward, increasing the section modulus to the bottom flange. For long-term deflection, creep reduces the effective concrete stiffness, so the modular ratio is increased to 2n or 3n, which lowers I_tr and increases long-term deflection.

When does the plastic neutral axis fall in the steel beam rather than in the slab? The plastic neutral axis (PNA) falls in the steel beam when the concrete compression capacity exceeds the steel tension capacity: 0.85f'_cb_efft_slab > A_sF_y. For typical floor beams with a 4.5 in slab and 90 in effective width, C_conc = 0.854904.5 = 1,377 kips. The PNA will be in the slab for any steel section with A_sF_y < 1,377 kips (i.e., A_s < 27.5 in^2 for F_y = 50 ksi). This covers most W-shapes up to about W24x94. For heavier sections (W24x104, W27x114, etc.), the PNA drops into the top flange or web. When the PNA is in the steel, the moment arm is reduced (center of concrete compression to center of steel tension is smaller), and the moment capacity per pound of steel becomes less efficient — this is one reason composite beams typically use lighter steel sections than non-composite alternatives.

How does fire rating affect composite beam design? Composite beams typically achieve fire ratings through one of three approaches: (a) unprotected steel with the slab acting as a heat sink — the concrete slab absorbs heat from the top flange while the bottom flange is exposed. The beam can achieve 1-hour ratings without spray-applied fireproofing if the slab thickness and beam mass are adequate (per UL assemblies), (b) spray-applied fire-resistive material (SFRM) on the exposed bottom flange and web, which adds cost and construction time, or (c) partially encased composite beams where concrete is cast between the flanges, providing inherent fire resistance. The fire limit state requires reduced material strengths at elevated temperature (steel retains ~50% strength at 550 deg C) and reduced loads per the fire load combination (typically 1.0D + 0.5L). EN 1994-1-2 provides comprehensive fire design rules for composite beams.

Related pages

• Beam calculator
• Beam capacity calculator
• Beam deflection calculator
• Steel deck design calculator
• Section properties database
• Bolted connections calculator
• Unit converter
• Continuous beam calculator
• Composite design calculator
• Tools directory
• Guides and checklists
• How to verify calculator results
• Disclaimer (educational use only)

Disclaimer (educational use only)

This page is provided for general technical information and educational use only. It does not constitute professional engineering advice, a design service, or a substitute for an independent review by a qualified structural engineer. Any calculations, outputs, examples, and workflows discussed here are simplified descriptions intended to support understanding and preliminary estimation.

All real-world structural design depends on project-specific factors (loads, combinations, stability, detailing, fabrication, erection, tolerances, site conditions, and the governing standard and project specification). You are responsible for verifying inputs, validating results with an independent method, checking constructability and code compliance, and obtaining professional sign-off where required.

The site operator provides the content "as is" and "as available" without warranties of any kind. To the maximum extent permitted by law, the operator disclaims liability for any loss or damage arising from the use of, or reliance on, this page or any linked tools.