Sheet S-01 · Gravity load path
Column Load Rundown
Tributary-area accumulation from roof to foundation. Imposed-load reduction to IS 875 (Part 2) Cl. 3.2 or ASCE 7-22 Cl. 4.7. Combinations to IS 800:2007 Table 4 and AISC 360-16 / ASCE 7.
Geometry
Unit loads
Imposed-load reduction
Service load at base P
—
—
Total dead D
—
tonne
Reduced imposed L
—
tonne
Tributary area
—
m² per column
Storey-by-storey accumulation roof downward
| Level | Dead (kg) | Imposed, full (kg) | Floors carried | Reduction | Imposed, reduced (kg) | Cumulative P (kg) | Cumulative (t) |
|---|
Design combinations at column base
| Standard | Combination | Pₐ (kg) | Pₐ (kN) | Pₐ (t) |
|---|
Sheet S-02 · Compression member
Steel Column — Axial Capacity
Flexural buckling capacity by IS 800:2007 Cl. 7.1.2 (multiple column curves, γₘ₀ = 1.10) checked in parallel against AISC 360-16 Ch. E (φ₊ = 0.90). Section properties from idealised geometry.
Column parameters
Storey load table optional
| Level | Dead (kg) | Imposed (kg) | ψ |
|---|
Design load Pₐ
—
—
Lightest passing — SHS/RHS
—
—
Lightest passing — UC
—
—
Slenderness limit
180
IS 800 Table 3, load-bearing
Square & rectangular hollow sections sorted by mass
| Section | Mass (kg/m) | A (cm²) | rₘₖₙ (cm) | KL/r | Pₐ IS 800 (kg) | φPₙ AISC (kg) | Utilisation | Status |
|---|
Universal columns (H-sections)
| Section | Mass (kg/m) | A (cm²) | rₘₖₙ (cm) | KL/r | Pₐ IS 800 (kg) | φPₙ AISC (kg) | Utilisation | Status |
|---|
Note — Axial capacity only. A column carrying beam reactions eccentric to its centreline must also satisfy the combined axial-and-bending interaction of IS 800 Cl. 9.3.2 (or AISC 360 Ch. H). Base plate, anchor bolts and splices are separate checks.
Sheet S-03 · Shear
Steel Column — Shear Capacity
Design shear strength to IS 800:2007 Cl. 8.4 (Vₔ = Aₖfᵧ∕√3γₘ₀) with AISC 360-16 Ch. G (φVₙ = 0.90 × 0.6FᵧAₖCₖ) shown alongside. Web shear-buckling slenderness checked.
Applied shear
Combined action
Read this — Neither IS 800 nor AISC 360 defines an SRSS interaction for biaxial shear. Each axis is checked independently in the table below; the resultant column is an internal conservatism check only.
Vₐₓ major
—
—
Vₐₖ minor
—
—
Resultant Vₐ
—
—
Lightest passing section
—
—
Square & rectangular hollow sections
| Section | Mass (kg/m) | Aₖₓ (cm²) | Vₔₓ (kg) | Vₔₖ (kg) | Util. X | Util. Y | d/t | Status |
|---|
Universal columns (H-sections)
| Section | Mass (kg/m) | Aₖₓ (cm²) | Vₔₓ (kg) | Vₔₖ (kg) | Util. X | Util. Y | d/tₖ | Status |
|---|
Note — Where Vₐ exceeds 0.6Vₔ, IS 800 Cl. 9.2.2 requires the moment capacity to be reduced for high shear. Bolted or welded connections transferring this shear are checked separately (IS 800 Cl. 10).
Sheet S-04 · Flexural member
Beam — Bending, Shear & Deflection
Moment capacity to IS 800:2007 Cl. 8.2.1.2 with section classification to Table 2; shear to Cl. 8.4; serviceability deflection to Table 6. Deflection computed on unfactored service load.
Section
Span & loading
Governing verdict
—
—
Moment utilisation
—
Mₐ / Mₔ
Shear utilisation
—
Vₐ / Vₔ
Deflection
—
—
Limit-state checks
Elastic curve
Deflected shape, exaggerated
Calculation trace
Section comparison at this span & load
| Section | Mass (kg/m) | Iₓ (cm⁴) | Zₚₓ (cm³) | Mₔ (kNm) | Deflection (mm) | Max safe UDL (kg/m) | Status |
|---|
Sheet S-05 · Secondary framing
Joist Beam — Bending & Deflection
Secondary joists spanning between main beams, loaded over their tributary width. Moment capacity to IS 800:2007 Cl. 8.2.1.2, shear to Cl. 8.4, deflection to Table 6. End reactions carry forward to Sheet S-04.
Joist section
Span & tributary loading
Governing verdict
—
—
Moment utilisation
—
Mₐ / Mₔ
Deflection
—
—
End reaction to main beam
—
per end, service
Limit-state checks
Calculation trace
Section comparison at this span & loading
| Section | Mass (kg/m) | Iₓ (cm⁴) | Zₚₓ (cm³) | Mₔ (kNm) | δ (mm) | Max floor load (kg/m²) | Status |
|---|
Load path — Each joist delivers its end reaction as a point load onto the main beam. Where joists are closely spaced the main beam may be analysed for an equivalent UDL on Sheet S-04; where spacing exceeds about a fifth of the main beam span, analyse the main beam for discrete point loads instead.
Sheet S-06 · Decking
Mezzanine Deck & Support
Per-metre-width deck analysis. Moment capacity to IS 800:2007 Cl. 8.2.1.2 with section classification to Table 2; cold-formed profiles cross-referenced to IS 801 / AISI S100. Deflection on service load.
Support arrangement
Deck section
Design status
—
—
Max safe imposed load
—
kg/m²
Moment utilisation
—
Mₐ / Mₔ
Deck self-weight
—
kg/m²
Limit-state checks
Calculation trace
Deck option matrix at L = 1.00 m
| Profile | Self-wt (kg/m²) | Class | Zₚ (cm³/m) | Mₔ (kNm/m) | Max safe load (kg/m²) | δ at target (mm) | Status |
|---|
Note — Deck members spanning onto bearers transfer their reactions to the bearer beams; run Sheet S-04 for the bearers and Sheet S-02 for the columns beneath. For cold-store mezzanines confirm the deflection limit against the panel or floor-finish manufacturer's tolerance, which often governs over IS 800 Table 6.
Sheet S-07 · Column base
Column Base Plate & Holding-Down Bolts
Slab base to IS 800:2007 Cl. 7.4.3.1 with bearing on concrete to IS 456:2000 Cl. 34.4. Moment and uplift resolved by the triangular bearing-block method of AISC Design Guide 1. Bolt capacity to IS 800 Cl. 10.3.5, fillet weld to Cl. 10.5.7.
Column & design actions
Pedestal & materials
Base plate & bolts
Overall verdict
—
—
Bearing pressure
—
N/mm²
Thickness required
—
mm
Bolt tension
—
per bolt
Design checks
Base plate detail
Base plate plan — schematic, not to scale
Fabrication schedule
Plate thickness options at this loading
| Plate size | Bearing (N/mm²) | Utilisation | t required (mm) | t adopted (mm) | Plate mass (kg) | Status |
|---|
Note — A slab base transfers axial load and modest moment only. Where the base is designed as a moment-resisting fixity for portal action, add stiffeners or a gusseted base and check the anchor group for prying, concrete cone breakout and shear-friction to IS 456 Annex B or ACI 318 Ch. 17.
Sheet S-08 · Reinforced concrete
RCC Column & Isolated Footing
Column to IS 456:2000 Cl. 39.3 with slenderness (Cl. 25.1.2), minimum eccentricity (Cl. 25.4), reinforcement limits (Cl. 26.5.3) and lateral ties (Cl. 26.5.3.2). Footing checked for bearing, one-way shear (Cl. 40), two-way punching (Cl. 31.6) and flexure.
Loading & materials
Column
Footing
Overall verdict
—
—
Column capacity
—
tonne, service
Bearing pressure
—
kN/m²
Min. footing to suit SBC
—
square, mm
Column checks — IS 456:2000
Footing checks — IS 456:2000
Detailing schedule
Section through column and footing
Schematic elevation — not to scale
Sheet S-09 · Quantities & estimate
Steel Bill of Quantities
Member quantities generated from the building grid and the sections adopted on Sheets S-02 to S-07. Weights from computed section properties; connection, bracing and rolling-margin allowances applied as stated percentages.
Members adopted from the design sheets updates automatically
| Element | Source sheet | Section adopted | Unit mass | Utilisation |
|---|
Building envelope
Allowances
Rates optional
Total structural steel
—
—
Steel intensity
—
kg per m² of floor
Painted surface
—
m²
Estimated value
—
supply & fabrication
A — Structural members
| Item | Description | Nos | Unit length (m) | Total length (m) | kg/m | Weight (kg) |
|---|
B — Plates, decking & fasteners
| Item | Description | Nos / Area | Unit | Unit weight | Weight (kg) |
|---|
C — Allowances and total
| Description | Basis | Weight (kg) | Weight (t) |
|---|
D — Consolidated by section
| Section | Total length (m) | kg/m | Weight (kg) | Weight (t) | Share |
|---|
E — Cost estimate
| Head | Quantity | Unit | Rate (₹) | Amount (₹) |
|---|
Basis of quantities — Member lengths are centre-to-centre of grid with no deduction for connections, which is the normal convention for tender weight. Connection, bracing and rolling-margin allowances are percentages of the member steel and should be replaced by measured quantities once shop drawings exist. Rates are supply and fabrication only and exclude erection, transport, foundations, fire protection and taxes.
F — Isometric layout generated from the envelope and adopted members
Isometric layout
G — Designed imposed load bearing capacity
Safe imposed load capacity
—
—
Governed by
—
weakest element in the load path
Design imposed load
—
kg/m² as analysed
Reserve
—
over the design load
| Element | Section adopted | Sheet | Tributary | Capacity (kg/m²) | Design (kg/m²) | Reserve | Governs |
|---|
H — Certificate of structural adequacy proforma for independent review
Sheet S-10 · Civil quantities & estimate
Civil Bill of Quantities
Earthwork, concrete, reinforcement, formwork and flooring measured from the foundation designed on Sheet S-08 and the building grid on Sheet S-09. Measurement to IS 1200; concrete to IS 456:2000; reinforcement weights on the d²/162 basis to IS 1786.
Reference data taken from the design sheets updates automatically
| Item | Source | Value adopted | Check |
|---|
Earthwork
Foundation concrete
Plinth beam
Ground floor slab
Rates edit to suit the region
Civil works value
—
—
Total concrete
—
m³
Reinforcement steel
—
tonne
Cost intensity
—
₹ per m² of footprint
A — Earthwork
| Item | Description | Nos | Unit qty | Quantity | Unit |
|---|
B — Concrete works
| Item | Description | Grade | Nos | Unit vol (m³) | Volume (m³) |
|---|
C — Reinforcement steel weight on d²/162 kg/m
| Element | Bar description | Nos | Length each (m) | Total length (m) | kg/m | Weight (kg) |
|---|
D — Reinforcement summary by diameter
| Bar ø | Total length (m) | kg/m | Weight (kg) | Weight (t) | Share |
|---|
E — Formwork & finishes
| Item | Description | Quantity | Unit |
|---|
F — Indicative material requirement nominal mix basis
| Material | Quantity | Unit | Basis |
|---|
G — Cost estimate
| Head | Quantity | Unit | Rate (₹) | Amount (₹) |
|---|
H — Foundation layout —
Footings
Plinth beams
Column / pedestal
Grid lines
—
Sheet S-11 · Basis of design
Code Basis & Standards Comparison
The design route each sheet follows, the PEB and civil standards it answers to, and the checks that sit outside this suite and must be carried out separately before any design is issued for construction.
Governing standards by design domain
| Domain | PEB / structural steel route | Civil / RCC route | Applied on |
|---|---|---|---|
| Dead loads | IS 875 (Part 1) | IS 875 (Part 1) | S-01, S-04, S-06 |
| Imposed loads | IS 875 (Part 2); ASCE 7-22 Ch. 4 | IS 875 (Part 2) | S-01, S-05 |
| Wind loads | IS 875 (Part 3); MBMA 2018; ASCE 7-22 Ch. 26–30 | IS 875 (Part 3) | Not covered |
| Seismic | IS 1893 (Part 1); IS 1893 (Part 4) for industrial | IS 1893 (Part 1); IS 13920 ductile detailing | Not covered |
| Hot-rolled steel members | IS 800:2007 limit state; AISC 360-16 | — | S-02 to S-05 |
| Cold-formed sections | IS 801:1975 / IS 811; AISI S100-16 | — | S-06 (cross-referenced) |
| Steel section dimensions | IS 808 / SP:6(1); IS 4923 hollow sections | — | S-02 to S-05 |
| Steel material | IS 2062 (E250 / E350); IS 4923 YSt 310 | — | All steel sheets |
| Connections | IS 800 Cl. 10; IS 816 welding; IS 1367 bolts | — | S-07 (base only) |
| Column bases | IS 800 Cl. 7.4; AISC Design Guide 1 | IS 456 Cl. 34.4 bearing | S-07 |
| Quantity measurement | IS 1200 (Part 8); trade practice | IS 1200 (Parts 1, 2 & 5); IS 1786 bar mass | S-09, S-10 |
| RCC members | — | IS 456:2000; SP:16 design aids | S-08 |
| Foundations | IS 800 Cl. 7.4 base plates | IS 456 Cl. 34; IS 1904; IS 2950 rafts | S-07, S-08 |
| Soil investigation | — | IS 1892; IS 6403 bearing capacity | Input to S-06 |
| Fire & corrosion | IS 800 Sec. 16 & 15 | IS 456 Cl. 8 & Table 16 | Partial — cover only |
Partial safety factors and load combinations
| Item | IS 800:2007 / IS 456:2000 | AISC 360-16 / ASCE 7 LRFD | Effect |
|---|---|---|---|
| Steel yield / resistance | γₘ₀ = 1.10 (divide) | φ = 0.90 (multiply) | Nearly identical: 0.909 vs 0.900 |
| Steel ultimate / rupture | γₘ₁ = 1.25 | φ = 0.75 | IS is less conservative |
| Concrete | γₘ = 1.50, stress block 0.446fₘₖ | ACI 318 φ = 0.65 tied | Different formulation |
| Reinforcement | γₘ = 1.15 → 0.87fᵧ | ACI 318 φ = 0.90 | IS more conservative |
| Gravity combination | 1.5(DL + LL) | 1.2DL + 1.6LL | IS governs at low LL/DL ratio |
| Gravity + wind | 1.2(DL + LL + WL) | 1.2DL + 1.0WL + 1.0LL | Compare both |
| Uplift | 0.9DL + 1.5WL | 0.9DL + 1.0WL | Critical for light PEB roofs |
| Serviceability | 1.0(DL + LL), unfactored | 1.0(DL + LL) | Same — used for deflection |
Deflection limits — IS 800:2007 Table 6
| Member | Elastic cladding | Brittle cladding | Load case |
|---|---|---|---|
| Purlins and girts | L / 150 | L / 180 | Live & wind |
| Simple span beams | L / 240 | L / 300 | Live |
| Cantilever | L / 120 | L / 150 | Live |
| Floor supporting plaster / rigid finish | L / 360 | Live | |
| Crane girder, manual operation | L / 500 | Crane load | |
| Crane girder, electric ≤ 50 t | L / 750 | Crane load | |
| Column, lateral sway | H / 150 | H / 240 | Wind |
Cold-store note — Insulated panel joints and floor finishes over a mezzanine commonly tolerate less movement than IS 800 permits. Where the panel supplier states a limit, that limit governs.
Findings from the source tools carried into this suite
| Source tool | Issue found against code | Resolution here |
|---|---|---|
| Column point load | Imposed-load reduction used an 8 %-per-floor rule with a 50 % floor, which is in neither IS 875 nor ASCE 7. Roof imposed load was factored arbitrarily at 0.6. | IS 875 (Part 2) Cl. 3.2 step table and the ASCE 7 KₗₗAₜ formula both implemented; roof entered as its own dead and imposed value. |
| Column point load | No factored combinations output — only a service total. | Full IS 800 Table 4 and ASCE 7 LRFD combination set reported at the base. |
| Steel column (kg) | AISC buckling only; no IS 800 route, no slenderness limit check, no separate minor-axis unbraced length. | IS 800 Cl. 7.1.2 column curves added alongside AISC; KL/r flagged against the Table 3 limit of 180; independent Lᵧ input. |
| Column shear | SRSS biaxial interaction presented as a code check — no such rule exists in IS 800 or AISC 360. | Axes checked independently for the verdict; resultant retained but labelled as informative only. |
| Column shear | No web shear-buckling check; thin hollow sections could be reported at full yield capacity. | d/t screened against 67ε (IS 800 Cl. 8.4.2); sections beyond the limit flagged. |
| Beam deflection | Deflection only — no bending, shear or lateral-torsional buckling check, and self-weight excluded. A section can pass deflection while failing in bending. | Moment, shear, LTB and deflection all checked; self-weight optional and on by default. |
| Beam deflection | Simply supported formulae only; PEB rafters and continuous floor beams behave differently. | Simply supported, fixed, propped cantilever and cantilever cases added. |
| Mezzanine deck | Plastic modulus Zₚ used for every profile. Thin tubes such as 25 × 25 × 1.0 are semi-compact or slender, where Zₚ is not available. | Section classified to IS 800 Table 2 first; βₖ set to Zₑ/Zₚ for semi-compact and the section rejected if slender. |
| Mezzanine deck | Mₔ not capped at 1.2Zₑfᵧ/γₘ₀; deflection assumed single-span even for continuous decking. | Cap applied per Cl. 8.2.1.2; continuous-span option added. |
| RCC column & footing | Footing checked for bearing pressure only. One-way shear, two-way punching shear and flexural steel — the checks that actually set footing depth — were absent, and the depth input was unused. | Punching shear (Cl. 31.6), one-way shear (Cl. 40) and flexure with Aₛₜ provided-versus-required all added; depth now governs. |
| RCC column & footing | Cl. 39.3 applied without confirming the column is short and that minimum eccentricity is satisfied — the two conditions the formula depends on. | Slenderness ratio and eₘ₁ₙ checked and reported before the capacity is accepted. |
| Not in the source tools | Joists were not analysed at all — the beam tool assumed a load was already known rather than deriving it from tributary width. | Sheet S-05 loads the joist over its spacing and reports the end reaction that the main beam must carry. |
| Not in the source tools | No base plate design. A column sized on S-02 had nowhere to land. | Sheet S-07 sizes the plate, thickness, holding-down bolts and weld, including the uplift case. |
| Not in the source tools | No route from member design to quantities, so tender weights were estimated separately from the design. | Sheet S-09 takes the sections adopted on S-02 to S-07 and multiplies them over the building grid. |
| All tools | g taken as 9.81 in some tools and 9.80665 in others; kgf and kN mixed without a stated basis. | Single constant g = 9.80665 throughout; every result reported in both kg and kN. |
Checks outside this suite
Not covered — required before issue
Wind and seismic analysis · frame stability and second-order effects · lateral-torsional buckling of unrestrained rafters under full frame action · beam-to-column and splice connection design · bracing and portal frame action · crane runway and surge loads · web crippling at bearing points · fatigue where cyclic loads apply · fire resistance · foundation settlement and, for cold stores, ground heave and sub-floor heating. Sheet S-07 covers slab bases under axial load and modest moment only; a moment-resisting base for portal action needs stiffeners and an anchor-group check for prying and concrete breakout.
Wind and seismic analysis · frame stability and second-order effects · lateral-torsional buckling of unrestrained rafters under full frame action · beam-to-column and splice connection design · bracing and portal frame action · crane runway and surge loads · web crippling at bearing points · fatigue where cyclic loads apply · fire resistance · foundation settlement and, for cold stores, ground heave and sub-floor heating. Sheet S-07 covers slab bases under axial load and modest moment only; a moment-resisting base for portal action needs stiffeners and an anchor-group check for prying and concrete breakout.
Cold-chain specific
Floor imposed loads under racking are point loads at base plates, not a uniform pressure — run S-04 and S-06 with the actual rack leg reaction. Insulated panel supports need deflection limits from the panel supplier. Thermal contraction of steelwork between ambient and −25 °C is roughly 0.3 mm per metre and needs a movement allowance. Steel below 0 °C requires a Charpy-verified grade to IS 2062 sub-grade BR or better.
Floor imposed loads under racking are point loads at base plates, not a uniform pressure — run S-04 and S-06 with the actual rack leg reaction. Insulated panel supports need deflection limits from the panel supplier. Thermal contraction of steelwork between ambient and −25 °C is roughly 0.3 mm per metre and needs a movement allowance. Steel below 0 °C requires a Charpy-verified grade to IS 2062 sub-grade BR or better.
Status of these results
This suite sizes members for preliminary design and tender. Section properties are computed from idealised geometry with root radii and corner radii ignored, which is slightly conservative for hot-rolled sections. Verify final sections against SP:6(1) or the mill catalogue, and have the design checked and signed by the responsible engineer before construction.
This suite sizes members for preliminary design and tender. Section properties are computed from idealised geometry with root radii and corner radii ignored, which is slightly conservative for hot-rolled sections. Verify final sections against SP:6(1) or the mill catalogue, and have the design checked and signed by the responsible engineer before construction.