Every module, documented

Designs RC slabs to IS 456:2000. It recognises the slab type — two-way panels, one-way simply-supported or continuous strips, or flat slabs — and applies the matching method: Annex D bending coefficients chosen by panel restraint for two-way action, and the direct design method with punching-shear checks for flat slabs. It returns design moments, reinforcement areas, the deflection (span/depth) verification and Ast,min governance in one run.

1. Classify the panel: two-way, one-way (simply supported or continuous), or flat slab
2. Pick moment coefficients — Annex D by restraint case for two-way, or the direct design method for flat slabs
3. Compute factored design moments at mid-span and supports
4. Size flexural steel and compare against Ast,min governance
5. Check deflection via the span-to-depth ratio
6. For flat slabs, verify punching shear around the column

Designs RC structural walls and cores for combined in-plane axial load and bending, in-plane shear and special boundary-element detailing to IS 456 + IS 13920, ACI 318-19 §18.10 and Eurocode 2 + EC8. The wall is treated like a column-shaped section: the two curtains of distributed web steel plus the concentrated boundary bars are discretised into fibre layers across the wall length, and the P–M interaction envelope is built by strain compatibility. The factored demand point is then checked against that envelope along with shear and detailing limits.

1. Discretise the wall length into fibre layers — two-curtain web steel plus concentrated boundary bars
2. Build the in-plane P–M interaction envelope by strain compatibility
3. Check the factored axial-moment demand point against the envelope
4. Verify in-plane shear capacity (Vc + Vs ≤ Vmax)
5. Evaluate the boundary-element stress trigger (σ > 0.2·fck) and add confinement where required
6. Confirm minimum distributed reinforcement and two-curtain detailing

Designs reinforced-concrete beams and columns to IS 456, ACI 318 or Eurocode 2. For beams it checks flexure, shear and torsion and the serviceability crack width; for columns it builds the P–M interaction diagram and handles biaxial bending. Each chosen section is verified against the relevant code limits.

1. Choose the member type (beam or column) and the design code
2. Enter the section geometry, materials and factored forces
3. For beams: design for flexure, shear and torsion
4. Check the serviceability crack width
5. For columns: build the P–M interaction diagram and check the demand point
6. Verify biaxial bending where both axes are loaded

Designs load-bearing and confined masonry walls to IS 1905, with seismic detailing checks per IS 4326 and IS 13828. It works out the wall slenderness and the corresponding stress-reduction factors, then compares the permissible compressive stress against the actual stress. For the chosen seismic zone it recommends the required plinth, lintel and roof bands plus the vertical reinforcement.

1. Enter the wall geometry, masonry units and applied loads
2. Compute slenderness and the stress-reduction factors (ks/ka/kp)
3. Determine the permissible compressive stress
4. Compare permissible vs actual compressive stress
5. Select the seismic zone for IS 4326 / IS 13828 detailing
6. Recommend plinth/lintel/roof bands and vertical reinforcement

Proportions concrete mixes to IS 10262:2019, ACI 211.1 or BS 8500/EN 206. From the target grade it derives the target mean strength and the water/cement ratio, then the cement content and the fine and coarse aggregate proportions. It can optimise the grade and cement type for cost-effective mixes and also output the equivalent nominal mix.

1. Select the design code and the target concrete grade
2. Compute the target mean strength and the water/cement ratio
3. Determine the cement content
4. Proportion the fine and coarse aggregates
5. Optimise grade and cement type for cost where required
6. Output the final mix and the nominal-mix equivalent

Designs isolated RC footings to IS 456, ACI 318 or EC2, then runs the proprietary IntelliCascade™ optimizer to find the most material-efficient footing for the column load and soil. FEM analysis backs up the geometry, and results export to PDF with a bar-bending schedule. Batch mode sizes many footings at once.

1. Take the column axial load, moments and the safe bearing capacity of the soil as input.
2. IntelliCascade™ progressively tries footing types — pad, then sloped, then stepped, then combined, then pile — and keeps the most efficient one that satisfies all checks.
3. Run FEM analysis on the chosen footing to verify the pressure distribution and internal forces.
4. Check bearing pressure, one-way and two-way (punching) shear, and flexure, then size the reinforcement.
5. Export the design with a PDF report and a bar-bending schedule (BBS); use batch mode to process many footings together.

Derives safe bearing capacity from SPT N values using four independent correlations (IS 6403 / Terzaghi, Meyerhof and Bowles), applies SPT N corrections, and screens the site for liquefaction per IS 1893 / NCEER by comparing the cyclic stress ratio against the cyclic resistance ratio. Multi-layer soil profiles are supported.

1. Enter the soil profile layer by layer with field SPT N values from the borehole.
2. Correct the SPT N values (overburden and other corrections) before they are used.
3. Compute safe bearing capacity by four correlations — IS 6403, Terzaghi, Meyerhof and Bowles — and compare them.
4. Screen for liquefaction per IS 1893 / NCEER by evaluating the cyclic stress ratio (CSR) against the cyclic resistance ratio (CRR).
5. Report the governing safe bearing capacity and the liquefaction screening outcome for each layer.

Designs the basement retaining wall and base slab together to IS 456 / IS 3370 (with ACI and EC2 paths). It analyses lateral earth pressure on the walls, controls crack width and waterproofing per IS 3370, and checks buoyancy (flotation) stability against water uplift. Output includes a bar-bending schedule.

1. Define the basement geometry, retained height, soil and groundwater table.
2. Analyse lateral earth pressure acting on the basement walls and the resulting bending.
3. Design the wall and base slab for strength, then control crack width and waterproofing per IS 3370.
4. Check buoyancy (flotation) stability — verify the structure resists upward water uplift.
5. Detail the reinforcement and generate the bar-bending schedule (BBS).

Designs a cantilever RC retaining wall to IS 14458 / IS 456. Active earth pressure is computed by Rankine, Coulomb or Mononobe-Okabe (for the seismic case), and the wall is checked for overturning, sliding and bearing stability before the stem, heel and toe are designed as RC elements. A material take-off is produced.

1. Set the wall height, backfill properties, surcharge and any seismic coefficients.
2. Compute active earth pressure using Rankine, Coulomb, or Mononobe-Okabe (seismic) theory.
3. Check global stability — overturning, sliding and bearing pressure — against the required factors of safety.
4. Design the stem, heel and toe as reinforced-concrete elements for the resulting forces.
5. Produce the reinforcement detailing and a material take-off.

Assesses slope stability by searching circular slip surfaces with the Bishop and Fellenius methods, then adds FHWA soil-nail reinforcement, checking each nail for both yield and pullout. A pseudo-static seismic case is included. The tool reports unreinforced, reinforced and seismic factors of safety along with the critical circle.

1. Define the slope geometry and soil shear-strength parameters.
2. Search circular slip surfaces using the Bishop and Fellenius methods to find the critical circle.
3. Add soil-nail reinforcement and evaluate each nail for yield and pullout resistance per FHWA.
4. Apply a pseudo-static seismic coefficient to assess the seismic case.
5. Report the unreinforced, reinforced and seismic factors of safety together with the critical circle.

Designs a mechanically stabilized earth (geogrid) wall to FHWA NHI-10-024. External stability of the reinforced soil block is checked for sliding, overturning, eccentricity and bearing, while internal stability evaluates each reinforcement layer for tension against its long-term design strength and for pullout within the resistant zone.

1. Define the wall height, reinforced fill, retained fill and surcharge.
2. Check external stability of the reinforced block — sliding, overturning, eccentricity and bearing.
3. For each reinforcement layer, compute the tension demand.
4. Compare each layer tension against its long-term design strength and against pullout capacity in the resistant zone.
5. Confirm both external and internal stability are satisfied per FHWA NHI-10-024.

Interprets a static pile load–settlement curve to IS 2911-4. It extracts the ultimate capacity three ways — the Davisson offset method, the Chin–Kondner hyperbolic method and the Brinch Hansen 80% method — and then checks the result against the IS 2911-4 acceptance criteria relative to the design safe load.

1. Import the measured static load–settlement test data (load on the x-axis, settlement downward on the y-axis).
2. Interpret the ultimate capacity by the Davisson offset method.
3. Interpret it again by the Chin–Kondner and Brinch Hansen 80% methods and compare.
4. Apply the IS 2911-4 acceptance criteria to the load–settlement behaviour.
5. Report the interpreted ultimate capacity versus the design safe load and whether the pile passes.

Tracks field settlement readings against predicted and allowable values per IS 8009. It fits a hyperbolic curve to the readings to estimate the ultimate settlement and the current degree of consolidation, reports the current settlement rate, and raises watch/alert flags when behaviour drifts from expectation.

1. Log field settlement readings over time alongside the predicted and allowable values.
2. Fit a hyperbolic curve to the readings to estimate the ultimate settlement.
3. Derive the degree of consolidation reached and the current settlement rate.
4. Compare the trend against predicted and allowable settlement.
5. Raise watch / alert flags when readings drift beyond expected behaviour.

Designs circular and rectangular liquid-retaining tanks to IS 3370 using the working-stress (permissible-stress) method, where steel and concrete are kept at low service stresses to control crack width and keep the structure water-tight. The hydrostatic pressure p = γ·z rises linearly with depth, so the governing forces — ring (hoop) tension and the cantilever wall moment — both peak near the base. A circular wall carries the liquid almost entirely in pure hoop tension, while a rectangular wall is designed either as a vertical cantilever or by IS 3370-4 two-way moment coefficients depending on its proportions.

1. Take the liquid depth H, plan geometry (diameter D, or length L × breadth B) and the liquid unit weight γ.
2. Compute the hoop tension T = γ·H·R (= γ·H·D/2) for a circular wall, or the direct tension and wall moments from the IS 3370-4 coefficients for a rectangular wall.
3. Evaluate the cantilever / base wall moment (which scales with γ·H³) and the base-slab moments at the wall junction.
4. Size the ring (hoop) and vertical reinforcement, then check the permissible tensile-steel and concrete stresses for the chosen exposure / crack-width limit (0.2 mm normal, 0.1 mm severe).
5. Check the empty-tank uplift (flotation) stability — resisting dead weight versus ground-water buoyancy — against the required factor of safety.
6. Report the steel areas, bar/spacing detailing and the pass/fail verdicts, with PDF and Excel export.

Sizes a domestic septic tank to IS 2470 Part 1 starting from the number of users. The tank must hold the sewage long enough for solids to settle (the detention volume) and store the sludge and scum that accumulate between cleanings (the sludge-storage volume); the total liquid capacity is the sum of the two. An elongated plan (L:B of about 2:1 to 4:1) lengthens the flow path for better settling, and a central baffle or compartment keeps the settled solids from being carried out with the effluent.

1. Take the number of users P and the per-capita sewage flow q to get the design flow Q = P·q.
2. Compute the detention (settling) volume V = Q·t/24 for the chosen detention period t.
3. Compute the sludge / scum storage volume V = P·s·T from the per-capita accumulation s and the desludging interval T.
4. Add the two to get the required liquid capacity, then choose a liquid depth and back-figure the plan area.
5. Split the plan area into length and width using the preferred L:B ratio, and add freeboard above the liquid level for the total tank depth.
6. Provide baffle / compartment guidance and report the final length, width, liquid depth and freeboard.

Sizes a roof-top rainwater-harvesting recharge pit following the CGWB artificial-recharge guidelines and IS 15797. It balances how much water the roof delivers against how fast the soil can accept it: the annual harvestable volume comes from the catchment, while the recharge check matches the peak rational-method inflow (Q = C·i·A) against the steady infiltration the pit base and sides can deliver (Q_inf = f·A). When the inflow temporarily exceeds the infiltration, the pit storage volume buffers the difference — and a silt trap plus overflow keep it from clogging or surcharging.

1. Compute the annual harvestable volume from roof area × annual rainfall × runoff coefficient.
2. Estimate the peak design-storm inflow by the rational method Q = C·i·A (runoff coefficient C, rainfall intensity i, catchment area A).
3. Compute the steady infiltration the pit can deliver, Q_inf = f·A_wetted, from the soil infiltration rate f.
4. Compare inflow against infiltration; size the pit plan dimensions and depth so the storage buffers the un-infiltrated volume over the storm duration.
5. Check the transient storage-volume adequacy against the un-infiltrated portion of the inflow.
6. Confirm a silt-trap / desilting chamber and an overflow are provided, then report the pit dimensions and the mandated-compliance helper.

Generates design wind pressures and the equivalent static seismic base shear together — wind to IS 875 (Part 3):2015 and seismic to IS 1893 (Part 1):2016 — then distributes the seismic force up the building storey by storey.

1. Enter site and structure data: basic wind speed, terrain category, topography and structure-class probability factor for wind; seismic zone, importance factor, response reduction factor and storey masses for seismic.
2. Compute the IS 875-3:2015 design wind pressure from the basic wind speed scaled by the terrain, topography and probability factors.
3. Compute the IS 1893-1:2016 design horizontal seismic coefficient (zone, importance, response reduction) and the resulting base shear.
4. Distribute the base shear into storey-wise lateral forces (inverted-triangular profile) up the height of the building.
5. Export the wind and seismic load case as a PDF / Excel report.

Keeps a pour-wise register of concrete cube results and applies the IS 456 Cl 16 acceptance criteria automatically — the individual-test limit and the four-consecutive-group mean limit — flagging any non-conforming concrete.

1. Log each concrete pour with its grade and record the 7-day and 28-day cube strengths.
2. Check every result against the IS 456 individual test limit of (fck − 4) N/mm².
3. Check the mean of every four consecutive test groups against the IS 456 group-mean acceptance limit.
4. Flag any pour that fails either criterion as non-conforming for review.
5. Compare the 7-day strengths to the expected trend as an early warning before the 28-day result.

Designs an RC lintel over a wall opening together with a cantilever chajja (sunshade) to IS 456, applying arching action so the lintel only carries the triangular wedge of masonry above it where height permits.

1. Define the opening width, wall thickness, masonry above the opening and the chajja projection.
2. Apply arching action: where there is enough masonry above, load the lintel with the triangular (60° wedge) masonry load rather than the full wall.
3. Design the lintel for flexure under the arching load and size its reinforcement.
4. Design the cantilever chajja for its own self-weight and imposed load and size its reinforcement.
5. Verify the moment capacity of both the lintel and the chajja against the IS 456 limit state.

Checks a masonry compound / boundary wall for wind overturning and base bearing to IS 875 — comparing the wind overturning moment against the restoring moment and the maximum base pressure against the safe bearing capacity.

1. Enter the wall height and thickness, footing dimensions, unit weights and the design wind data.
2. Compute the IS 875 design wind pressure and the resulting overturning moment about the base toe.
3. Compute the restoring moment from the wall and footing self-weight and the overturning factor of safety.
4. Find the base eccentricity and confirm the resultant stays within the middle third (no tension at the base).
5. Compute the maximum base pressure and check it, and overall footing adequacy, against the SBC.

Checks a tower-crane foundation block for overturning stability and base bearing — combining the crane vertical load, the block self-weight and any ballast against the tipping moment, then checking uplift and the maximum bearing pressure.

1. Take the crane-maker load handoff (vertical load and overturning moment) and the block / ballast dimensions.
2. Sum the stabilising loads: crane vertical load, foundation block self-weight and ballast contribution.
3. Compute the overturning factor of safety from the stabilising moment versus the crane tipping moment.
4. Find the base eccentricity and run the middle-third / uplift check to confirm no corner lifts off.
5. Compute the maximum base bearing pressure and compare it against the SBC.

Designs a plain jointed concrete pavement (PQC slab) to IRC 58:2015. The slab sits on a Westergaard dense-liquid foundation, so its bending is governed by the radius of relative stiffness l = [E·h³ / (12·(1−μ²)·k)]^¼ — a length that grows with the slab thickness h and falls as the subgrade modulus k stiffens. Two effects are evaluated at the critical edge: the Westergaard wheel-load (edge) stress from the design wheel, and the Bradbury temperature-warping stress σt = C·E·α·ΔT/2 produced when the day/night gradient curls the slab. Their sum is checked against the concrete flexural strength (modulus of rupture, fcr); the resulting stress ratio is then fatigued over the axle-load spectrum and the cumulative fatigue damage CFD = Σ(nᵢ/Nᵢ) must stay ≤ 1.0. The transverse dowel bars and longitudinal tie bars are sized as the joint load-transfer and slab-tying details.

1. Compute the radius of relative stiffness l from the slab thickness h, concrete modulus E, Poisson’s ratio μ and the effective subgrade modulus k.
2. Place the factored design wheel load (× the load-safety factor) at the slab edge and compute the Westergaard edge stress (and the corner stress).
3. Add the Bradbury temperature-warping stress σt = C·E·α·ΔT/2 from the IRC 58 zone/thickness temperature differential ΔT.
4. Check the combined critical-edge stress (wheel + warping) against the flexural strength fcr to form the stress ratio.
5. Fatigue that stress ratio over the axle-load spectrum: sum CFD = Σ(nᵢ/Nᵢ) and require CFD ≤ 1.0, increasing h if it exceeds 1.
6. Detail the joints: size the dowel bars (bearing across the transverse joint) and the tie bars (steel area + length across the longitudinal joint).

Designs a bituminous (flexible) pavement to IRC 37:2018 by the mechanistic-empirical method. The traffic is first converted into the cumulative standard axles carried by the design lane: the initial commercial-vehicle count is grown over the design life (compound growth), multiplied by the vehicle damage factor (VDF) and the lane-distribution factor, to give the design traffic in msa (the §12 catalogue covers ≤ 50 msa). The subgrade resilient modulus MR is taken from the soaked CBR (MR ≈ 10·CBR for CBR ≤ 5 %). A layered section (bituminous BC/DBM · WMM granular base · GSB sub-base · subgrade) is then chosen and verified against two distress modes: the horizontal tensile strain εt at the underside of the bituminous layer must satisfy the fatigue (bottom-up cracking) criterion, and the vertical compressive strain εv on top of the subgrade must satisfy the rutting criterion — the strains coming from an IITPAVE layered-elastic run (or an indicative estimate).

1. Project the design traffic in msa: grow the initial commercial-vehicle count over the design life, then apply the VDF and the lane-distribution factor (or enter msa directly).
2. Derive the subgrade resilient modulus MR from the effective soaked CBR (MR ≈ 10·CBR for CBR ≤ 5 %).
3. Select the layer thicknesses (bituminous BC + DBM, WMM base, GSB sub-base) for the traffic and CBR from the IRC 37 §12 catalogue.
4. Compute the horizontal tensile strain εt at the underside of the bituminous layer and check it against the allowable εt (fatigue / cracking criterion).
5. Compute the vertical compressive strain εv on top of the subgrade and check it against the allowable εv (rutting criterion).
6. Confirm the proposed bituminous and granular thicknesses meet the required section; thicken the layers (or stiffen the mix/subgrade) if either strain check fails.

The Building Viewer runs entirely in your browser on your own GPU — your IFC model is never uploaded to a server. You drop in an architectural IFC building, orbit it freely, and slice it with section planes from any side (X, Y or Z) to look inside. Switch the whole model between coloured, shaded, sketchy and wireframe looks, paint individual walls, doors and windows with flat emulsion shades, and export a high-resolution render when the view is right.

1. Upload an architectural IFC building model — it is parsed locally, nothing leaves your machine.
2. Orbit, pan and zoom to inspect the building interactively.
3. Cut a section plane from any side (X / Y / Z) to slice through and see inside the model.
4. Switch the display between coloured, shaded, sketchy and wireframe looks.
5. Paint walls, doors and windows with flat emulsion shades to preview finishes.
6. Download a high-resolution render of the current view.

The Load Path Tracer takes an ETABS model exported as .e2k together with a forces export, and traces how axial load accumulates down every column line from the roof to the foundation. For each column it shows the load building up storey by storey and the total load finally delivered to the foundation, while flagging floating / transfer columns that do not continue all the way to the ground. The result is presented as a 3D load-intensity model alongside per-column lateral shear.

1. Upload an ETABS model exported as .e2k.
2. Add the matching forces export so member actions can be read.
3. Trace the axial load building down each column from roof to foundation.
4. Read the total load delivered to the foundation for every column line.
5. Review flagged floating / transfer columns that stop short of the ground.
6. Explore the 3D load-intensity model and per-column lateral shear.