PROJECT 05 / SUPPORTS & JOINTS
These examples calculate forces from selected drawing outlines. Supports and extra loads are assumed so the options can be compared.
Support positions, load cases, fixings and joint details were not supplied. The following examples are created for comparison; they do not establish that any completed job or proposed installation is safe.
How to read these forces → · Drawing gaps for this project →
Each outline has its own drawing. Open a component to see its forces, assumed supports and worked calculations.
Main-floor long sink countercounter · view calculation →
Main-floor vanityvanity · view calculation →
Island top in perspectiveisland · view calculation →
Island waterfall side panelswaterfall · view calculation →
Upstairs deskdesk · view calculation →
Right top notched backsplash / wall panelprofiled wall · view calculation →Results are per physical piece; quantities are shown separately. Alternative drawing sheets are not added together. Horizontal surface examples add an illustrative 500 N point load to stone self-weight; trim strips and vertical panels use self-weight only.
| Component / source | Thickness basis | Scenario mass / gravity | Support demand | Strength check |
|---|---|---|---|---|
| Main-floor long sink counterproject-5.jpg · qty 1; results per piece | 20 mmdrawing reading | 77.5 kg760.4 N self-weight | R₁ 630.2 N R₂ 630.2 N | UnverifiedDemand only; resistance not established |
| Main-floor detached cooktop-side counterproject-5.jpg · qty 1; results per piece | 20 mmdrawing reading | 22.9 kg224.4 N self-weight | R₁ 362.2 N R₂ 362.2 N | UnverifiedDemand only; resistance not established |
| Main-floor vanityproject-5.jpg · qty 1; results per piece | 20 mmdrawing reading | 21.7 kg212.9 N self-weight | R₁ 356.5 N R₂ 356.5 N | UnverifiedDemand only; resistance not established |
| Powder-room vanityproject-5.jpg · qty 1; results per piece | 20 mmdrawing reading | 18.9 kg185.9 N self-weight | R₁ 342.9 N R₂ 342.9 N | UnverifiedDemand only; resistance not established |
| Island top in perspectiveproject-5.jpg · qty 1; results per piece | 20 mmdrawing reading | 181.2 kg1,777.2 N self-weight | R₁ 1,138.6 N R₂ 1,138.6 N | UnverifiedDemand only; resistance not established |
| Island waterfall side panelsproject-5.jpg · qty 2; results per piece | 20 mmdrawing reading | 66.0 kg647.1 N self-weight | Ledger 647.1 N Restraint couple 64.7 N | UnverifiedDemand only; resistance not established |
| Upstairs small vanity 1project-5.jpg · qty 1; results per piece | 30 mmdrawing reading | 38.0 kg373.0 N self-weight | R₁ 436.5 N R₂ 436.5 N | UnverifiedDemand only; resistance not established |
| Upstairs double vanityproject-5.jpg · qty 1; results per piece | 30 mmdrawing reading | 91.2 kg894.8 N self-weight | R₁ 697.4 N R₂ 697.4 N | UnverifiedDemand only; resistance not established |
| Upstairs deskproject-5.jpg · qty 1; results per piece | 30 mmdrawing reading | 30.2 kg296.2 N self-weight | R₁ 398.1 N R₂ 398.1 N | UnverifiedDemand only; resistance not established |
| Basement detached cooktop-side counterproject-5.jpg · qty 1; results per piece | 30 mmdrawing reading | 34.7 kg340.6 N self-weight | R₁ 420.3 N R₂ 420.3 N | UnverifiedDemand only; resistance not established |
| Basement vanityproject-5.jpg · qty 1; results per piece | 30 mmdrawing reading | 47.0 kg461.3 N self-weight | R₁ 480.7 N R₂ 480.7 N | UnverifiedDemand only; resistance not established |
| Right top notched backsplash / wall panelproject-5.jpg · qty 1; results per piece | 20 mm20 mm scenario assumption; thickness not on the paper | 53.8 kg527.8 N self-weight | Ledger 527.8 N Restraint couple 52.8 N | UnverifiedDemand only; resistance not established |
| Right stepped backsplash / wall panelproject-5.jpg · qty 1; results per piece | 20 mm20 mm scenario assumption; thickness not on the paper | 77.8 kg763.2 N self-weight | Ledger 763.2 N Restraint couple 76.3 N | UnverifiedDemand only; resistance not established |
| Right centre rectangular backsplash / wall panelproject-5.jpg · qty 1; results per piece | 20 mm20 mm scenario assumption; thickness not on the paper | 79.8 kg783.0 N self-weight | Ledger 783.0 N Restraint couple 78.3 N | UnverifiedDemand only; resistance not established |
| Right lower wide panelproject-5.jpg · qty 1; results per piece | 20 mm20 mm scenario assumption; thickness not on the paper | 40.1 kg393.0 N self-weight | Ledger 393.0 N Restraint couple 39.3 N | UnverifiedDemand only; resistance not established |
| Right lower small panelproject-5.jpg · qty 1; results per piece | 20 mm20 mm scenario assumption; thickness not on the paper | 15.9 kg156.4 N self-weight | Ledger 156.4 N Restraint couple 15.6 N | UnverifiedDemand only; resistance not established |
| Pair of small backsplash / wall stripsproject-5.jpg · qty 2; results per piece | 20 mm20 mm scenario assumption; thickness not on the paper | 1.1 kg11.2 N self-weight | Ledger 11.2 N Restraint couple 5.7 N | UnverifiedDemand only; resistance not established |
| Bottom right backsplash / wall stripproject-5.jpg · qty 1; results per piece | 20 mm20 mm scenario assumption; thickness not on the paper | 5.5 kg54.2 N self-weight | Ledger 54.2 N Restraint couple 20.3 N | UnverifiedDemand only; resistance not established |
Gross dimensions remain unverified drawing readings. Assumed 20 mm thicknesses and proxy densities are identified in every worked record. These scenario inputs do not replace the fixed measurement tables.
Gross area 1.6148 m²; thickness 20 mm (drawing reading); density 2,400 kg/m³ (Estimate · historical TCE family range). Openings are not deducted; cutout stress concentrations and remaining stone strips need a separate check.
m = A × t × ρ = 1.6148 × 0.020 × 2,400 = 77.51 kg
W = m × 9.81 = 760.37 NAssumed end support lines: x = 0 and L = 2.5178 m
Gross-outline centre of mass x̄ = 1.2589 m
Illustrative additional point load P = 500 N at x = L/2
R₂ = (W × x̄ + P × L/2) ÷ L = 630.18 N
R₁ = W + P − R₂ = 630.18 N
Check: R₁ + R₂ = W + P = 1,260.37 N500 N, where included, is an example load (about a 51 kg mass equivalent), not a prescribed residential design load. Trim-strip examples use self-weight only. The end-line model is a statics exercise: it does not permit this stone to span the full length. Actual rails, cutouts and supports can create a different load distribution.
If the right edge is a supported butt seam, this piece contributes 630.2 N to its support in the assumed load case. Add the adjoining piece’s edge reaction and applicable loads before selecting that support. No actual seam position or adjoining load is confirmed.
Capacity pending: stone bending and deflection, local bearing, support stiffness, joint shear/peel, connection capacity, load factors and the final design load combinations are not established. A bond area or an adhesive coupon strength alone cannot establish the installed joint’s capacity.
Gross area 0.4765 m²; thickness 20 mm (drawing reading); density 2,400 kg/m³ (Estimate · historical TCE family range). Openings are not deducted; cutout stress concentrations and remaining stone strips need a separate check.
m = A × t × ρ = 0.4765 × 0.020 × 2,400 = 22.87 kg
W = m × 9.81 = 224.37 NAssumed end support lines: x = 0 and L = 0.7429 m
Gross-outline centre of mass x̄ = 0.3715 m
Illustrative additional point load P = 500 N at x = L/2
R₂ = (W × x̄ + P × L/2) ÷ L = 362.19 N
R₁ = W + P − R₂ = 362.19 N
Check: R₁ + R₂ = W + P = 724.37 N500 N, where included, is an example load (about a 51 kg mass equivalent), not a prescribed residential design load. Trim-strip examples use self-weight only. The end-line model is a statics exercise: it does not permit this stone to span the full length. Actual rails, cutouts and supports can create a different load distribution.
If the right edge is a supported butt seam, this piece contributes 362.2 N to its support in the assumed load case. Add the adjoining piece’s edge reaction and applicable loads before selecting that support. No actual seam position or adjoining load is confirmed.
Capacity pending: stone bending and deflection, local bearing, support stiffness, joint shear/peel, connection capacity, load factors and the final design load combinations are not established. A bond area or an adhesive coupon strength alone cannot establish the installed joint’s capacity.
Gross area 0.4522 m²; thickness 20 mm (drawing reading); density 2,400 kg/m³ (Estimate · historical TCE family range). Openings are not deducted; cutout stress concentrations and remaining stone strips need a separate check.
m = A × t × ρ = 0.4522 × 0.020 × 2,400 = 21.70 kg
W = m × 9.81 = 212.92 NAssumed end support lines: x = 0 and L = 0.8001 m
Gross-outline centre of mass x̄ = 0.4000 m
Illustrative additional point load P = 500 N at x = L/2
R₂ = (W × x̄ + P × L/2) ÷ L = 356.46 N
R₁ = W + P − R₂ = 356.46 N
Check: R₁ + R₂ = W + P = 712.92 N500 N, where included, is an example load (about a 51 kg mass equivalent), not a prescribed residential design load. Trim-strip examples use self-weight only. The end-line model is a statics exercise: it does not permit this stone to span the full length. Actual rails, cutouts and supports can create a different load distribution.
If the right edge is a supported butt seam, this piece contributes 356.5 N to its support in the assumed load case. Add the adjoining piece’s edge reaction and applicable loads before selecting that support. No actual seam position or adjoining load is confirmed.
Capacity pending: stone bending and deflection, local bearing, support stiffness, joint shear/peel, connection capacity, load factors and the final design load combinations are not established. A bond area or an adhesive coupon strength alone cannot establish the installed joint’s capacity.
Gross area 0.3948 m²; thickness 20 mm (drawing reading); density 2,400 kg/m³ (Estimate · historical TCE family range). Openings are not deducted; cutout stress concentrations and remaining stone strips need a separate check.
m = A × t × ρ = 0.3948 × 0.020 × 2,400 = 18.95 kg
W = m × 9.81 = 185.88 NAssumed end support lines: x = 0 and L = 0.6985 m
Gross-outline centre of mass x̄ = 0.3493 m
Illustrative additional point load P = 500 N at x = L/2
R₂ = (W × x̄ + P × L/2) ÷ L = 342.94 N
R₁ = W + P − R₂ = 342.94 N
Check: R₁ + R₂ = W + P = 685.88 N500 N, where included, is an example load (about a 51 kg mass equivalent), not a prescribed residential design load. Trim-strip examples use self-weight only. The end-line model is a statics exercise: it does not permit this stone to span the full length. Actual rails, cutouts and supports can create a different load distribution.
If the right edge is a supported butt seam, this piece contributes 342.9 N to its support in the assumed load case. Add the adjoining piece’s edge reaction and applicable loads before selecting that support. No actual seam position or adjoining load is confirmed.
Capacity pending: stone bending and deflection, local bearing, support stiffness, joint shear/peel, connection capacity, load factors and the final design load combinations are not established. A bond area or an adhesive coupon strength alone cannot establish the installed joint’s capacity.
Gross area 3.7742 m²; thickness 20 mm (drawing reading); density 2,400 kg/m³ (Estimate · historical TCE family range). Openings are not deducted; cutout stress concentrations and remaining stone strips need a separate check.
m = A × t × ρ = 3.7742 × 0.020 × 2,400 = 181.16 kg
W = m × 9.81 = 1,777.19 NAssumed end support lines: x = 0 and L = 2.4765 m
Gross-outline centre of mass x̄ = 1.2382 m
Illustrative additional point load P = 500 N at x = L/2
R₂ = (W × x̄ + P × L/2) ÷ L = 1,138.59 N
R₁ = W + P − R₂ = 1,138.59 N
Check: R₁ + R₂ = W + P = 2,277.19 N500 N, where included, is an example load (about a 51 kg mass equivalent), not a prescribed residential design load. Trim-strip examples use self-weight only. The end-line model is a statics exercise: it does not permit this stone to span the full length. Actual rails, cutouts and supports can create a different load distribution.
If the right edge is a supported butt seam, this piece contributes 1,138.6 N to its support in the assumed load case. Add the adjoining piece’s edge reaction and applicable loads before selecting that support. No actual seam position or adjoining load is confirmed.
Capacity pending: stone bending and deflection, local bearing, support stiffness, joint shear/peel, connection capacity, load factors and the final design load combinations are not established. A bond area or an adhesive coupon strength alone cannot establish the installed joint’s capacity.
Gross area 1.3742 m²; thickness 20 mm (drawing reading); density 2,400 kg/m³ (Estimate · historical TCE family range). Openings are not deducted; cutout stress concentrations and remaining stone strips need a separate check.
m = A × t × ρ = 1.3742 × 0.020 × 2,400 = 65.96 kg
W = m × 9.81 = 647.08 NLower bearing demand R = W = 647.1 N
Assumed offset e = 0.030 m; restraint separation h = 0.3000 m
M = W × e = 19.41 N·m
T = M ÷ h = 64.71 NThe assumed separation is the smaller of 300 mm and 60% of the panel’s short outside dimension. This keeps the example couple within its outline; it does not establish anchor placement or edge clearances. The forces form an idealized upper-restraint/lower-bearing couple for one panel. They are not individual anchor capacities. Anchor prying, shared load, substrate strength and lateral/seismic loads are unassigned.
The bottom joint or ledger must transfer at least the 647.1 N modeled gravity demand from this panel, plus other applicable design actions. Adhesive-only suspension is not assumed.
Capacity pending: stone bending and deflection, local bearing, support stiffness, joint shear/peel, connection capacity, load factors and the final design load combinations are not established. A bond area or an adhesive coupon strength alone cannot establish the installed joint’s capacity.
Gross area 0.5281 m²; thickness 30 mm (drawing reading); density 2,400 kg/m³ (Estimate · historical TCE family range). Openings are not deducted; cutout stress concentrations and remaining stone strips need a separate check.
m = A × t × ρ = 0.5281 × 0.030 × 2,400 = 38.03 kg
W = m × 9.81 = 373.04 NAssumed end support lines: x = 0 and L = 0.9398 m
Gross-outline centre of mass x̄ = 0.4699 m
Illustrative additional point load P = 500 N at x = L/2
R₂ = (W × x̄ + P × L/2) ÷ L = 436.52 N
R₁ = W + P − R₂ = 436.52 N
Check: R₁ + R₂ = W + P = 873.04 N500 N, where included, is an example load (about a 51 kg mass equivalent), not a prescribed residential design load. Trim-strip examples use self-weight only. The end-line model is a statics exercise: it does not permit this stone to span the full length. Actual rails, cutouts and supports can create a different load distribution.
If the right edge is a supported butt seam, this piece contributes 436.5 N to its support in the assumed load case. Add the adjoining piece’s edge reaction and applicable loads before selecting that support. No actual seam position or adjoining load is confirmed.
Capacity pending: stone bending and deflection, local bearing, support stiffness, joint shear/peel, connection capacity, load factors and the final design load combinations are not established. A bond area or an adhesive coupon strength alone cannot establish the installed joint’s capacity.
Gross area 1.2668 m²; thickness 30 mm (drawing reading); density 2,400 kg/m³ (Estimate · historical TCE family range). Openings are not deducted; cutout stress concentrations and remaining stone strips need a separate check.
m = A × t × ρ = 1.2668 × 0.030 × 2,400 = 91.21 kg
W = m × 9.81 = 894.79 NAssumed end support lines: x = 0 and L = 2.2542 m
Gross-outline centre of mass x̄ = 1.1271 m
Illustrative additional point load P = 500 N at x = L/2
R₂ = (W × x̄ + P × L/2) ÷ L = 697.39 N
R₁ = W + P − R₂ = 697.39 N
Check: R₁ + R₂ = W + P = 1,394.79 N500 N, where included, is an example load (about a 51 kg mass equivalent), not a prescribed residential design load. Trim-strip examples use self-weight only. The end-line model is a statics exercise: it does not permit this stone to span the full length. Actual rails, cutouts and supports can create a different load distribution.
If the right edge is a supported butt seam, this piece contributes 697.4 N to its support in the assumed load case. Add the adjoining piece’s edge reaction and applicable loads before selecting that support. No actual seam position or adjoining load is confirmed.
Capacity pending: stone bending and deflection, local bearing, support stiffness, joint shear/peel, connection capacity, load factors and the final design load combinations are not established. A bond area or an adhesive coupon strength alone cannot establish the installed joint’s capacity.
Gross area 0.4193 m²; thickness 30 mm (drawing reading); density 2,400 kg/m³ (Estimate · historical TCE family range). Openings are not deducted; cutout stress concentrations and remaining stone strips need a separate check.
m = A × t × ρ = 0.4193 × 0.030 × 2,400 = 30.19 kg
W = m × 9.81 = 296.16 NAssumed end support lines: x = 0 and L = 0.7461 m
Gross-outline centre of mass x̄ = 0.3731 m
Illustrative additional point load P = 500 N at x = L/2
R₂ = (W × x̄ + P × L/2) ÷ L = 398.08 N
R₁ = W + P − R₂ = 398.08 N
Check: R₁ + R₂ = W + P = 796.16 N500 N, where included, is an example load (about a 51 kg mass equivalent), not a prescribed residential design load. Trim-strip examples use self-weight only. The end-line model is a statics exercise: it does not permit this stone to span the full length. Actual rails, cutouts and supports can create a different load distribution.
If the right edge is a supported butt seam, this piece contributes 398.1 N to its support in the assumed load case. Add the adjoining piece’s edge reaction and applicable loads before selecting that support. No actual seam position or adjoining load is confirmed.
Capacity pending: stone bending and deflection, local bearing, support stiffness, joint shear/peel, connection capacity, load factors and the final design load combinations are not established. A bond area or an adhesive coupon strength alone cannot establish the installed joint’s capacity.
Gross area 0.4822 m²; thickness 30 mm (drawing reading); density 2,400 kg/m³ (Estimate · comparable quartz). Openings are not deducted; cutout stress concentrations and remaining stone strips need a separate check.
m = A × t × ρ = 0.4822 × 0.030 × 2,400 = 34.72 kg
W = m × 9.81 = 340.61 NAssumed end support lines: x = 0 and L = 0.6382 m
Gross-outline centre of mass x̄ = 0.3191 m
Illustrative additional point load P = 500 N at x = L/2
R₂ = (W × x̄ + P × L/2) ÷ L = 420.31 N
R₁ = W + P − R₂ = 420.31 N
Check: R₁ + R₂ = W + P = 840.61 N500 N, where included, is an example load (about a 51 kg mass equivalent), not a prescribed residential design load. Trim-strip examples use self-weight only. The end-line model is a statics exercise: it does not permit this stone to span the full length. Actual rails, cutouts and supports can create a different load distribution.
If the right edge is a supported butt seam, this piece contributes 420.3 N to its support in the assumed load case. Add the adjoining piece’s edge reaction and applicable loads before selecting that support. No actual seam position or adjoining load is confirmed.
Capacity pending: stone bending and deflection, local bearing, support stiffness, joint shear/peel, connection capacity, load factors and the final design load combinations are not established. A bond area or an adhesive coupon strength alone cannot establish the installed joint’s capacity.
Gross area 0.6531 m²; thickness 30 mm (drawing reading); density 2,400 kg/m³ (Estimate · comparable quartz). Openings are not deducted; cutout stress concentrations and remaining stone strips need a separate check.
m = A × t × ρ = 0.6531 × 0.030 × 2,400 = 47.03 kg
W = m × 9.81 = 461.33 NAssumed end support lines: x = 0 and L = 1.1557 m
Gross-outline centre of mass x̄ = 0.5778 m
Illustrative additional point load P = 500 N at x = L/2
R₂ = (W × x̄ + P × L/2) ÷ L = 480.66 N
R₁ = W + P − R₂ = 480.66 N
Check: R₁ + R₂ = W + P = 961.33 N500 N, where included, is an example load (about a 51 kg mass equivalent), not a prescribed residential design load. Trim-strip examples use self-weight only. The end-line model is a statics exercise: it does not permit this stone to span the full length. Actual rails, cutouts and supports can create a different load distribution.
If the right edge is a supported butt seam, this piece contributes 480.7 N to its support in the assumed load case. Add the adjoining piece’s edge reaction and applicable loads before selecting that support. No actual seam position or adjoining load is confirmed.
Capacity pending: stone bending and deflection, local bearing, support stiffness, joint shear/peel, connection capacity, load factors and the final design load combinations are not established. A bond area or an adhesive coupon strength alone cannot establish the installed joint’s capacity.
Gross area 1.1208 m²; thickness 20 mm (20 mm scenario assumption; thickness not on the paper); density 2,400 kg/m³ (Assumed quartz arithmetic scenario; material identity unconfirmed). Openings are not deducted; cutout stress concentrations and remaining stone strips need a separate check.
m = A × t × ρ = 1.1208 × 0.020 × 2,400 = 53.80 kg
W = m × 9.81 = 527.77 NLower bearing demand R = W = 527.8 N
Assumed offset e = 0.030 m; restraint separation h = 0.3000 m
M = W × e = 15.83 N·m
T = M ÷ h = 52.78 NThe assumed separation is the smaller of 300 mm and 60% of the panel’s short outside dimension. This keeps the example couple within its outline; it does not establish anchor placement or edge clearances. The forces form an idealized upper-restraint/lower-bearing couple for one panel. They are not individual anchor capacities. Anchor prying, shared load, substrate strength and lateral/seismic loads are unassigned.
The bottom joint or ledger must transfer at least the 527.8 N modeled gravity demand from this panel, plus other applicable design actions. Adhesive-only suspension is not assumed.
Capacity pending: stone bending and deflection, local bearing, support stiffness, joint shear/peel, connection capacity, load factors and the final design load combinations are not established. A bond area or an adhesive coupon strength alone cannot establish the installed joint’s capacity.
Gross area 1.6207 m²; thickness 20 mm (20 mm scenario assumption; thickness not on the paper); density 2,400 kg/m³ (Assumed quartz arithmetic scenario; material identity unconfirmed). Openings are not deducted; cutout stress concentrations and remaining stone strips need a separate check.
m = A × t × ρ = 1.6207 × 0.020 × 2,400 = 77.79 kg
W = m × 9.81 = 763.16 NLower bearing demand R = W = 763.2 N
Assumed offset e = 0.030 m; restraint separation h = 0.3000 m
M = W × e = 22.89 N·m
T = M ÷ h = 76.32 NThe assumed separation is the smaller of 300 mm and 60% of the panel’s short outside dimension. This keeps the example couple within its outline; it does not establish anchor placement or edge clearances. The forces form an idealized upper-restraint/lower-bearing couple for one panel. They are not individual anchor capacities. Anchor prying, shared load, substrate strength and lateral/seismic loads are unassigned.
The bottom joint or ledger must transfer at least the 763.2 N modeled gravity demand from this panel, plus other applicable design actions. Adhesive-only suspension is not assumed.
Capacity pending: stone bending and deflection, local bearing, support stiffness, joint shear/peel, connection capacity, load factors and the final design load combinations are not established. A bond area or an adhesive coupon strength alone cannot establish the installed joint’s capacity.
Gross area 1.6627 m²; thickness 20 mm (20 mm scenario assumption; thickness not on the paper); density 2,400 kg/m³ (Assumed quartz arithmetic scenario; material identity unconfirmed). Openings are not deducted; cutout stress concentrations and remaining stone strips need a separate check.
m = A × t × ρ = 1.6627 × 0.020 × 2,400 = 79.81 kg
W = m × 9.81 = 782.95 NLower bearing demand R = W = 783.0 N
Assumed offset e = 0.030 m; restraint separation h = 0.3000 m
M = W × e = 23.49 N·m
T = M ÷ h = 78.30 NThe assumed separation is the smaller of 300 mm and 60% of the panel’s short outside dimension. This keeps the example couple within its outline; it does not establish anchor placement or edge clearances. The forces form an idealized upper-restraint/lower-bearing couple for one panel. They are not individual anchor capacities. Anchor prying, shared load, substrate strength and lateral/seismic loads are unassigned.
The bottom joint or ledger must transfer at least the 783.0 N modeled gravity demand from this panel, plus other applicable design actions. Adhesive-only suspension is not assumed.
Capacity pending: stone bending and deflection, local bearing, support stiffness, joint shear/peel, connection capacity, load factors and the final design load combinations are not established. A bond area or an adhesive coupon strength alone cannot establish the installed joint’s capacity.
Gross area 0.8346 m²; thickness 20 mm (20 mm scenario assumption; thickness not on the paper); density 2,400 kg/m³ (Assumed quartz arithmetic scenario; material identity unconfirmed). Openings are not deducted; cutout stress concentrations and remaining stone strips need a separate check.
m = A × t × ρ = 0.8346 × 0.020 × 2,400 = 40.06 kg
W = m × 9.81 = 392.98 NLower bearing demand R = W = 393.0 N
Assumed offset e = 0.030 m; restraint separation h = 0.3000 m
M = W × e = 11.79 N·m
T = M ÷ h = 39.30 NThe assumed separation is the smaller of 300 mm and 60% of the panel’s short outside dimension. This keeps the example couple within its outline; it does not establish anchor placement or edge clearances. The forces form an idealized upper-restraint/lower-bearing couple for one panel. They are not individual anchor capacities. Anchor prying, shared load, substrate strength and lateral/seismic loads are unassigned.
The bottom joint or ledger must transfer at least the 393.0 N modeled gravity demand from this panel, plus other applicable design actions. Adhesive-only suspension is not assumed.
Capacity pending: stone bending and deflection, local bearing, support stiffness, joint shear/peel, connection capacity, load factors and the final design load combinations are not established. A bond area or an adhesive coupon strength alone cannot establish the installed joint’s capacity.
Gross area 0.3322 m²; thickness 20 mm (20 mm scenario assumption; thickness not on the paper); density 2,400 kg/m³ (Assumed quartz arithmetic scenario; material identity unconfirmed). Openings are not deducted; cutout stress concentrations and remaining stone strips need a separate check.
m = A × t × ρ = 0.3322 × 0.020 × 2,400 = 15.95 kg
W = m × 9.81 = 156.43 NLower bearing demand R = W = 156.4 N
Assumed offset e = 0.030 m; restraint separation h = 0.3000 m
M = W × e = 4.69 N·m
T = M ÷ h = 15.64 NThe assumed separation is the smaller of 300 mm and 60% of the panel’s short outside dimension. This keeps the example couple within its outline; it does not establish anchor placement or edge clearances. The forces form an idealized upper-restraint/lower-bearing couple for one panel. They are not individual anchor capacities. Anchor prying, shared load, substrate strength and lateral/seismic loads are unassigned.
The bottom joint or ledger must transfer at least the 156.4 N modeled gravity demand from this panel, plus other applicable design actions. Adhesive-only suspension is not assumed.
Capacity pending: stone bending and deflection, local bearing, support stiffness, joint shear/peel, connection capacity, load factors and the final design load combinations are not established. A bond area or an adhesive coupon strength alone cannot establish the installed joint’s capacity.
Gross area 0.0237 m²; thickness 20 mm (20 mm scenario assumption; thickness not on the paper); density 2,400 kg/m³ (Assumed quartz arithmetic scenario; material identity unconfirmed). Openings are not deducted; cutout stress concentrations and remaining stone strips need a separate check.
m = A × t × ρ = 0.0237 × 0.020 × 2,400 = 1.14 kg
W = m × 9.81 = 11.18 NLower bearing demand R = W = 11.2 N
Assumed offset e = 0.030 m; restraint separation h = 0.0591 m
M = W × e = 0.34 N·m
T = M ÷ h = 5.68 NThe assumed separation is the smaller of 300 mm and 60% of the panel’s short outside dimension. This keeps the example couple within its outline; it does not establish anchor placement or edge clearances. The forces form an idealized upper-restraint/lower-bearing couple for one panel. They are not individual anchor capacities. Anchor prying, shared load, substrate strength and lateral/seismic loads are unassigned.
The bottom joint or ledger must transfer at least the 11.2 N modeled gravity demand from this panel, plus other applicable design actions. Adhesive-only suspension is not assumed.
Capacity pending: stone bending and deflection, local bearing, support stiffness, joint shear/peel, connection capacity, load factors and the final design load combinations are not established. A bond area or an adhesive coupon strength alone cannot establish the installed joint’s capacity.
Gross area 0.1152 m²; thickness 20 mm (20 mm scenario assumption; thickness not on the paper); density 2,400 kg/m³ (Assumed quartz arithmetic scenario; material identity unconfirmed). Openings are not deducted; cutout stress concentrations and remaining stone strips need a separate check.
m = A × t × ρ = 0.1152 × 0.020 × 2,400 = 5.53 kg
W = m × 9.81 = 54.23 NLower bearing demand R = W = 54.2 N
Assumed offset e = 0.030 m; restraint separation h = 0.0800 m
M = W × e = 1.63 N·m
T = M ÷ h = 20.33 NThe assumed separation is the smaller of 300 mm and 60% of the panel’s short outside dimension. This keeps the example couple within its outline; it does not establish anchor placement or edge clearances. The forces form an idealized upper-restraint/lower-bearing couple for one panel. They are not individual anchor capacities. Anchor prying, shared load, substrate strength and lateral/seismic loads are unassigned.
The bottom joint or ledger must transfer at least the 54.2 N modeled gravity demand from this panel, plus other applicable design actions. Adhesive-only suspension is not assumed.
Capacity pending: stone bending and deflection, local bearing, support stiffness, joint shear/peel, connection capacity, load factors and the final design load combinations are not established. A bond area or an adhesive coupon strength alone cannot establish the installed joint’s capacity.
This example uses TCE4047 at 20 mm and 2,400 kg/m³. It does not claim this overhang exists in Project 05. A 350 mm overhang, 400 mm tributary width and 500 N tip load are deliberately assumed.
W_bay = ρ × t × 0.400 × 0.350 × 9.81 = 65.92 N
V = W_bay + 500 = 565.92 N
M_root = W_bay × 0.350/2 + 500 × 0.350
= 186.54 N·m
For a separate ideal connection with h = 0.150 m:
T_couple = M_root ÷ h = 1,243.58 NThe 150 mm force-couple lever arm is an algebra example for a vertically separated connection. It is not the Liberty’s flush-mounted lag-screw geometry or an anchor specification.
Published carry reference: 375 lbf per bracket ≈ 1,668 N. The bracket has a 12 in support projection plus 4⅛ in mounting length, with a 3 in width and ¼ in steel thickness.
Its guide calls for double 2×4 knee-wall blocking tied into the floor, flush/level mounting and spacing no greater than 18 in (457 mm). The 400 mm example bay is within that spacing figure. The assumed 350 mm overhang extends about 45 mm beyond the 305 mm arm; permissible stone extension still needs confirmation.
Comparison, not approval: the calculated 566 N shear is 33.9% of the catalog force reference. The guide does not establish the actual anchor-group moment resistance, stone capacity, test load position or an applicable design safety factor. Those checks remain open.
Required resistance must cover the governing design demand on a consistent load/resistance basis. These pages calculate selected service-load demands; they do not supply tested allowable capacities or a code-compliant design factor. Stone cracking, deflection and joint failure therefore remain unresolved.
Force balance and moments use algebra: ΣF = 0 and ΣM = 0. No calculus is required for these demand examples.
TCE Stone Quartz products in Canada; no thickness-specific support schedule. No verified TCE numeric overhang, bracket-spacing or wall-anchor guidance was found in public resources. Request current regional installation instructions; do not transplant another brand table.
Manufacturer tables apply only within their stated products, thicknesses, regions and installation conditions. They are not copied into a universal allowable-span rule. Research checked 24 October 2026.
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