Dam Sliding Safety Factor
Calculate the sliding safety factor of a gravity dam, FS = (μ·W) ÷ F_h, from the base friction coefficient μ (tan of the concrete-foundation friction angle, typically 0.6-0.75), the effective self-weight W (dam weight minus uplift, kN/m) and the destabilizing horizontal force F_h (hydrostatic thrust, kN/m). This factor compares the forces resisting the dam sliding on its foundation (mobilized base friction, proportional to the effective normal force) with those pushing it downstream (the reservoir thrust). It is one of the two fundamental gravity dam stability checks — the other being overturning. Codes typically require sliding FS ≥ 1.5 for normal loading. The simplified form uses friction only; fuller analyses add interface cohesion (c·B). Note how decisive uplift is: it reduces W and thus the numerator — hence the importance of foundation drainage. Enter the friction coefficient, effective weight and horizontal force.
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Dam sliding safety factor
The sliding safety factor of a gravity dam is FS = (μ·W) ÷ F_h, weighing the forces that resist the dam sliding over its foundation against those trying to push it downstream. In the numerator sits the friction mobilized at the base: the concrete-to-foundation friction coefficient μ (typically 0.6 to 0.75) times the effective self-weight W (the weight of the dam minus the uplift). In the denominator sits the destabilizing horizontal force F_h — essentially the hydrostatic thrust of the impounded water. This is one of the two fundamental stability checks for gravity dams; the other one is overturning (rotation about the downstream toe). Codes generally require a sliding FS of 1.5 or more under normal operating loads, with lower values accepted for rare, exceptional load combinations such as the design earthquake or an extreme flood. The simplified formulation counts friction alone; fuller analyses add the cohesion of the concrete-rock interface (c·B), which can be significant on sound foundations. Note the decisive role of uplift: by cutting W down it directly cuts the numerator and the safety factor — which is why foundation drainage, the main defense against uplift, matters so much for stability. Enter the friction coefficient, the effective weight and the horizontal force.
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Hydrostatic Thrust on Dam
Calculate the horizontal hydrostatic thrust per metre of length on a dam face, E = ½·γ·H², from the unit weight of water γ (≈ 9.81 kN/m³) and the water depth H (m) at the upstream face. Since hydrostatic pressure grows linearly with depth (p = γ·h), its diagram is triangular and the resultant is its area, ½·γ·H², applied at one third of the height from the base. This thrust is the main action tending to overturn and slide the dam, and the starting point of gravity dam stability analysis: it generates the overturning moment (about the downstream toe) and the horizontal force resisted by base friction. Dam stability depends on its self-weight (providing the stabilizing moment and normal friction force) exceeding these with adequate margin, also accounting for foundation uplift. Enter the unit weight of water and the depth.
Gear Tooth Bending Safety Factor
Calculate the bending safety factor of a gear tooth, FS = σ_perm ÷ σ, from the material's allowable (permissible) bending stress σ_perm (MPa, the bending fatigue strength with its factors) and the acting bending stress σ (MPa, from Lewis/AGMA from the load). It is the final bending-design check: the material strength must exceed the demand with adequate margin. Gears run for millions to billions of cycles, so the allowable stress is the material's bending FATIGUE strength (at the design-life cycle count), adjusted by reliability, temperature and life factors. Required safety factors depend on criticality and uncertainty (typically 1.5-3 for bending). If FS is insufficient, the module is increased (bigger, stronger teeth), the face width, or a better material/heat treatment used. A tooth breaking by bending fatigue is a CATASTROPHIC, sudden failure (unlike pitting, which gives progressive signs), since the broken tooth comes loose and can damage the whole drive — so bending is designed with generous margins. With the pitting (contact) safety factor, it defines the gear's robustness. Enter the allowable stress and the acting stress.
Vessel Allowable Stress (ASME)
Calculate the design allowable stress of a pressure-vessel material by the ASME criterion, S = σ_uts ÷ n, from the material minimum tensile strength σ_uts (MPa) and the safety factor n (3.5 in the current ASME VIII Div. 1 edition for tensile strength). The allowable stress S is the MAXIMUM stress permitted in the vessel material in service, and is the basis of all thickness and MAWP calculations — it embeds the safety margin against failure. The ASME code sets the allowable stress as the SMALLEST among several criteria: a fraction of the TENSILE strength (σ_uts/3.5 in the current edition — formerly /4.0, reduced as materials and inspection advanced), a fraction of the YIELD strength (2/3 of σ_yield), and, at high temperatures, criteria based on CREEP and creep rupture (since at high temperature the material deforms slowly under constant load). For each material and temperature, the code TABULATES the S value — this formula shows the tensile-strength criterion, often governing at moderate temperatures. Using the correct allowable stress (from the code, for the right material and temperature) is absolutely essential: it is the safety margin protecting against vessel explosion. Enter the tensile strength and the safety factor.
Geosynthetic Rupture Safety Factor
Calculate the safety factor against tensile rupture of a geosynthetic reinforcement layer, FS = T_adm ÷ T_req, from the allowable tensile strength T_adm (kN/m, the ultimate already reduced by creep, installation-damage and degradation factors) and the required tension T_req (kN/m, the force the soil demands at that layer). This is the final design check for a reinforcement layer: the available (allowable) strength must exceed the demand (required) with an adequate margin. Reinforced-soil codes require tensile-rupture safety factors typically around 1.3-1.5 (since many uncertainties — creep, damage, degradation — are already covered by the partial reduction factors embedded in T_adm). If FS is below the required, a stronger geosynthetic is chosen, the layer spacing reduced (lowering T_req per layer) or both. Besides tensile rupture (this calculation), reinforced-soil design also checks PULLOUT stability (sufficient anchorage), INTERNAL stability (failure surfaces cutting the reinforcements), EXTERNAL stability (sliding, overturning and bearing capacity of the whole mass) and deformations. This rupture FS is one of the fundamental checks. Enter the allowable strength and the required tension.
Structural Safety Factor
Computes the safety factor (FS) as the ratio of resisting load to applied load.
Dam Foundation Uplift
Calculate the uplift resultant per metre of length at a gravity dam base, assuming triangular distribution, U = ½·γ_w·H·B, from the unit weight of water γ_w, the head H (upstream water height) and the base width B. Uplift is the water pressure that percolates through the foundation and concrete joints acting upward on the dam base, reducing the effective normal force and thus the sliding friction resistance — one of the most dangerous and historically underestimated factors in dam stability (the 1928 St. Francis Dam failure is a landmark). The real distribution depends on grout curtains and drains, which reduce it; the triangular hypothesis (full upstream, zero downstream) is conservative and common in preliminary design. Uplift subtracts from self-weight in the sliding check and adds overturning moment. Enter the unit weight of water, the head and the base width.
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