Before a single column is sized or a beam designed, every engineer in the Philippines must answer the same two questions: how heavy is the building itself, and how heavy will everything inside it be?
Dead loads and live loads are the foundation of every structural calculation. Get them wrong — underestimate either one — and every downstream result is compromised: undersized beams, inadequate columns, under-designed foundations. Get them right, and every subsequent analysis has a solid base.
This guide covers the complete gravity load requirements under NSCP 2015 Sections 204 and 205 — unit weights of common Philippine construction materials, minimum live loads by occupancy type, roof live loads, and how to combine them into factored design loads.
This guide is based on NSCP 2015 (7th Edition): Section 204 (dead loads and densities), Section 205 (live loads), and Section 203 (load combinations). All values are for design purposes — always verify against the current code edition and applicable local amendments. This guide is part of AEDO's NSCP 2015 Complete Guide →
Dead loads are the permanent, fixed weight of all structural and non-structural components of a building — the weight that never changes once the building is built. Every slab, beam, column, wall, floor finish, ceiling, and roofing system contributes to the total dead load that the structure must carry at all times.
Think of dead load as the weight of the building talking to itself — the concrete, steel, blocks, tiles, and plaster that don't go anywhere. Live load is the weight of people, furniture, and stored goods that come and go. Both must be calculated before any member can be sized.
NSCP 2015 Table 204-1 (Minimum Densities for Design Loads from Materials) gives the following densities for common structural materials in Philippine construction:
| Material | Unit Weight (kN/m³) | Unit Weight (kgf/m³) | Notes |
|---|---|---|---|
| Reinforced Concrete (RC) | 23.6 | 2,407 | Table 204-1 "Concrete, reinforced — stone, including gravel". Many engineers use 24 kN/m³ |
| Plain Concrete | 22.6 | 2,305 | Table 204-1 "Concrete, plain — stone". Unreinforced: footings, mass concrete |
| Lightweight Concrete (plain) | 14.1–17.0 | 1,438–1,734 | Table 204-1: haydite 14.1, expanded-slag 15.7, cinder 17.0; verify with supplier |
| Steel (cold-drawn) | 77.3 | 7,882 | Table 204-1 "Steel, cold-drawn" — use for steel shapes |
| Aluminum | 26.7 | 2,723 | Roofing, cladding, curtain walls |
| Cast Iron | 70.7 | 7,209 |
CHB walls are hollow, so NSCP 2015 gives them as a load per square metre of wall face (Table 204-2, Hollow Concrete Masonry Units, unplastered) rather than a unit weight. The 16.5 / 19.6 / 21.2 kN/m³ figures in Table 204-1 are the density of the solid portion of the unit, not of the wall.
| Material | Dead Load | Notes |
|---|---|---|
| CHB wall — 150mm, no grout | 1.15–1.44 kPa | Table 204-2: 1.15 (16.5 kN/m³ units), 1.34 (19.6), 1.44 (21.2). Most common Philippine wall |
| CHB wall — 150mm, fully grouted | 2.63–2.97 kPa | Table 204-2 "Full" grout row; grouted at 400mm: 1.92–2.20 kPa |
| CHB wall — 100mm, no grout | 1.05–1.39 kPa | Table 204-2: 1.05 (16.5), 1.24 (19.6), 1.39 (21.2). Partition walls |
| Solid concrete masonry (normal weight units) | 21.2 kN/m³ | Table 204-1 "Masonry, Concrete (solid portion) — normal weight units" |
| Clay brick masonry | 15.7–20.4 kN/m³ | Table 204-1: soft 15.7, medium 18.1, hard 20.4. Uncommon in modern PH construction |
| AAC Block (Autoclaved Aerated Concrete) | 6.0–10.0 kN/m³ | Not in NSCP 2015 — manufacturer data; depends on density grade |
| Cement Plaster / Mortar | 20.4 kN/m³ | Table 204-1 "Mortar, cement or lime". On CHB walls Table 204-2 says add 0.24 kPa for each face plastered (0.48 kPa both faces) |
| Gypsum Board (12mm) | 0.10 kPa | Table 204-2: 0.008 kPa per mm thickness |
Finishes are given as load per unit floor area (kPa) in NSCP 2015 Table 204-2, Minimum Design Dead Loads:
| Finish / Component | Dead Load (kPa) | Notes |
|---|---|---|
| Ceramic or quarry tile (20mm) on 25mm mortar bed | 1.10 | Most common Philippine floor finish; on 13mm mortar bed = 0.77 |
| Marble and mortar on stone-concrete fill | 1.58 | Heavier than ceramic |
| Hardwood flooring (22mm) | 0.19 | Less common in PH residential |
| Concrete fill finish | 0.023 per mm | 25mm topping ≈ 0.58 |
| Suspended steel channel system + gypsum board | 0.10 + 0.008 per mm | 12mm board ≈ 0.20 total; suspended metal lath + gypsum plaster = 0.48 |
| Suspended metal lath and cement plaster | 0.72 | Heavier traditional ceiling |
| Metal deck, 20 gage / 18 gage | 0.12 / 0.14 | Light; uplift governs, not gravity (copper or tin sheet = 0.05) |
| Cement tile | 0.77 | Heavier; must be carried by purlins |
| Rigid insulation, 13mm | 0.04 | Sandwich-panel weight is manufacturer data (not in NSCP) |
| Waterproofing membranes | 0.03–0.26 | Single-ply sheet 0.03, liquid applied 0.05, bituminous smooth 0.07, gravel-covered 0.26 |
In practice, a typical Philippine residential floor assembly contributes 4.5–5.5 kPa of dead load per floor: ~3.0 kPa from the 125mm RC slab, ~1.1 kPa from tile on mortar bed (Table 204-2), and ~0.5 kPa from ceiling. This is the number most Philippine residential engineers start with before adding live load on top. Always compute it — never assume.
Using the unit weight of plain concrete (22.6 kN/m³) instead of reinforced concrete (23.6 kN/m³) for structural slabs and beams. The difference is small per element — but across an entire 5-storey building, it accumulates into a significant underestimate of column and foundation loads. Always use 23.6 kN/m³ (or the conservative 24 kN/m³) for any concrete member with reinforcing steel.
Live loads are the variable, movable loads imposed by building occupants, furniture, stored goods, and equipment. Unlike dead loads, live loads change over time — a warehouse floor that holds office furniture today might hold heavy pallet racking tomorrow.
NSCP 2015 Section 205 specifies minimum design live loads by occupancy. These are lower bounds — if your actual expected loading exceeds the code minimum, design for the actual load.
| Occupancy / Use | Live Load (kPa) | Live Load (kgf/m²) |
|---|---|---|
| Residential | ||
| Private rooms, living areas, bedrooms | 1.9 | 194 |
| Exterior balconies | 2.9 | 296 |
| Decks | 1.9 | 194 |
| Storage (residential) | 1.9 | 194 |
| Office and Commercial | ||
| Office areas (standard) | 2.4 | 245 |
| Lobbies, ground floor corridors | 4.8 | 489 |
| Stores — retail | 4.8 | 489 |
| Stores — wholesale | 6.0 | 612 |
| Restaurants and dining areas | 4.8 | 489 |
| Assembly and Public | ||
| Assembly areas — fixed seats | 2.9 | 296 |
| Assembly areas — movable seats, standing | 4.8 | 489 |
| Corridors, lobbies serving assembly | 4.8 | 489 |
| Institutional | ||
| Hospital wards and rooms | 1.9 | 194 |
| Hospital operating rooms, laboratories | 2.9 | 296 |
| Schools — classrooms | 1.9 | 194 |
| Schools — corridors above ground floor | 3.8 | 387 |
| Storage and Industrial | ||
| Light storage (shelves, files) | 6.0 | 612 |
| Heavy storage | 12.0 | 1,224 |
| Garage — passenger vehicles only | 2.4 | 245 |
| Circulation | ||
| Exit facilities — stairways, exterior exit balconies, corridors serving 10 or more persons (all occupancies) | 4.8 | 489 |
| Fire escapes (exit facility) | 4.8 | 489 |
Applying the residential live load of 1.9 kPa to stairways, corridors, and lobbies. Exit facilities (stairways and corridors serving 10 or more persons) require 4.8 kPa under Table 205-1 — more than double the residential room value — because they concentrate foot traffic from multiple units simultaneously. A residential stairway designed for 1.9 kPa is significantly under-designed and will fail code review.
Roof live loads account for maintenance workers, equipment placement, and construction loads during repairs. Under Method 1 of Table 205-3 they vary with roof slope and the tributary area of the member — larger areas have lower minimum values because simultaneous uniform loading is less probable. (Table 205-2 is a different table — Special Loads such as grandstands, catwalks, railings and vehicle barriers.)
| Roof Slope (Table 205-3, Method 1) | 0 to 20 m² | 20 to 60 m² | Over 60 m² |
|---|---|---|---|
| Flat, or rise less than 1 in 3 (33.3% slope); arch/dome rise < 1/8 span | 1.00 | 0.75 | 0.60 |
| Rise 1 in 3 to less than 1 in 1 (33.3% to <100%); arch/dome rise 1/8 to <3/8 span | 0.75 | 0.70 | 0.60 |
| Rise 1 in 1 (100%) and greater; arch/dome rise ≥ 3/8 span | 0.60 | 0.60 | 0.60 |
| Awnings except cloth covered | 0.25 | 0.25 | 0.25 |
| Greenhouses, lath houses, agricultural buildings | 0.50 | 0.50 | 0.50 |
| Roof decks (Table 205-1, item 18) | Same as area served or occupancy — treat as floor live load if used as terrace | ||
Values in kPa. Method 2 of Table 205-3 instead uses a uniform load (1.00 / 0.75 / 0.60 / 0.25 / 0.50 kPa) reduced per Section 205.5. For flat roofs the live load is in addition to ponding loads (Section 206.7).
A typical Philippine low-slope residential roof member with more than 60 m² of tributary area uses a roof live load of 0.60 kPa (1.00 kPa for small areas up to 20 m²) — this represents a maintenance worker walking on the roof, not a crowd. But if the roof is designed as an accessible terrace or rooftop garden, the live load of the area served (e.g. 1.9 kPa for residential) governs instead — and the structural dead load from planters, paving, and soil must be added on top of that.
For members supporting large areas, NSCP 2015 permits a live load reduction. The probability of full simultaneous loading across a large area is lower than across a small one. The code gives two methods — use one or the other:
R = r (A − 15)
R = reduction (%) · r = 0.08 for floors (Table 205-3 for roofs) · A = area of floor or roof supported by the member (m²), applicable when A > 15 m²
Section 205.5 limits:
L = L₀ × [0.25 + 4.57 / √AI]
L = reduced live load (kPa) · L₀ = unreduced Table 205-1 live load (kPa) · AI = influence area (m²) = 4× tributary area for a column, 2× for a beam, panel area for a two-way slab
Section 205.6 limits:
Live load reduction is often skipped in Philippine practice — especially for residential and small commercial projects where individual beams rarely reach a 40 m² influence area (a 20 m² tributary area). It becomes significant for columns in multi-storey buildings, where the accumulated tributary area for lower-floor columns easily exceeds the threshold. Applying reduction there can meaningfully reduce column sizes and foundation loads.
Dead loads and live loads don't act on a structure in isolation — they combine with wind, seismic, and other loads in ways defined by NSCP 2015 Section 203. The load combination that produces the most critical effect in each structural member governs the design.
NSCP 2015 provides combinations for both LRFD (Load and Resistance Factor Design) and ASD (Allowable Stress Design).
For LRFD, structural members are sized so their design strength ≥ factored demand. Section 203.3.1 lists the basic combinations below (in code order). For gravity loads, Eq. 203-2 usually governs:
| Eq. | Combination | When It Governs |
|---|---|---|
| 203-1 | 1.4(D + F) | Rarely governs — only when live load is very small relative to dead load |
| 203-2 | 1.2(D + F + T) + 1.6(L + H) + 0.5(Lr or R) | Governs for most interior beams and columns under standard gravity loading |
| 203-3 | 1.2D + 1.6(Lr or R) + (f1L or 0.5W) | Governs for roof members when roof live load is large |
| 203-4 | 1.2D + 1.0W + f1L + 0.5(Lr or R) | Governs for lateral systems in typhoon-exposed buildings |
| 203-5 | 1.2D + 1.0E + f1L | Governs for seismic design in Zone 4 |
| 203-6 | 0.9D + 1.0W + 1.6H | Governs for uplift check — is dead load enough to prevent overturning? |
| 203-7 | 0.9D + 1.0E + 1.6H | Governs for seismic uplift check |
f1 = 1.0 for floors in places of public assembly, for live loads in excess of 4.8 kPa, and for garage live load; f1 = 0.5 for other live loads. D = dead, L = live, Lr = roof live, R = rain, W = wind, E = earthquake, F = fluid, H = soil lateral, T = self-straining (temperature, shrinkage, settlement).
ASD is still widely used in the Philippines for steel connection design, foundation design, and some timber members. Section 203.4.1 basic combinations — for gravity-only loading, Eq. 203-9 (D + L) typically governs:
| Eq. | Combination |
|---|---|
| 203-8 | D + F |
| 203-9 | D + H + F + L + T |
| 203-10 | D + H + F + (Lr or R) |
| 203-11 | D + H + F + 0.75[L + T + (Lr or R)] |
| 203-12 | D + H + F + (0.6W or E/1.4) |
Section 203.4.2 permits these alternate basic combinations in lieu of the above, with a one-third increase in allowable stresses for all combinations including W or E:
| Eq. | Combination |
|---|---|
| 203-13 | D + H + F + 0.75[L + Lr + (0.6W or E/1.4)] |
| 203-14 | 0.6D + 0.6W + H |
| 203-15 | 0.6D + E/1.4 + H |
| 203-16 | D + L + (Lr or R) |
| 203-17 | D + L + 0.6W |
| 203-18 | D + L + E/1.4 |
For most Philippine residential and commercial RC frame buildings, engineers use strength design (LRFD) for concrete members per NSCP 2015 Chapter 4. ASD is typically used for foundation bearing pressure checks, steel connection design, or when explicitly required by the project specification. NSCP 2015 Section 203 permits both methods — pick one per member and apply it consistently.
Let's apply Sections 204, 205, and 203 to a real Philippine design scenario: sizing the factored gravity load on a simply supported beam at the second floor of a residential building.
Beam B1 at 2nd floor · Span: L = 6.0 m (simply supported) · Tributary width: s = 3.0 m
Slab thickness: 125 mm RC · Floor finish: ceramic tile + mortar bed · Suspended ceiling below
Occupancy: Residential (private rooms)
| Component | Calculation | Load (kPa) |
|---|---|---|
| RC slab (125mm) | 0.125 m × 23.6 kN/m³ | 2.95 |
| Ceramic tile (20mm) on 25mm mortar bed | Table 204-2 | 1.10 |
| Suspended ceiling | allowance (Table 204-2 suspended metal lath + gypsum plaster = 0.48) | 0.50 |
| Total Dead Load (wD) | 4.55 kPa |
Occupancy: residential basic floor area → L₀ = 1.9 kPa
Check live load reduction: tributary area A = 6.0 × 3.0 = 18.0 m². Under Section 205.6 the beam's influence area AI = 2 × 18.0 = 36.0 m² < 40 m² → no 205.6 reduction. Section 205.5 would allow only R = 0.08 × (18.0 − 15) = 0.24% — negligible, so it is neglected (conservative).
| Load Type | Calculation | Line Load (kN/m) |
|---|---|---|
| Dead load | 4.55 kPa × 3.0 m | 13.65 |
| Live load | 1.9 kPa × 3.0 m | 5.70 |
Note: Beam self-weight is added separately based on the assumed beam cross-section and verified iteratively.
wu = 1.2 × 13.65 + 1.6 × 5.70 = 16.38 + 9.12 = 25.50 kN/m
Check Eq. 203-1: 1.4 × 13.65 = 19.11 kN/m < 25.50 kN/m → Eq. 203-2 governs.
Mu = wu × L² / 8 = 25.50 × 6.0² / 8 = 114.8 kN·m
This factored moment is the design demand that the beam's nominal moment capacity (φMn per NSCP 2015 Chapter 4 / ACI 318) must equal or exceed. From here, the designer selects a beam width and depth, computes the required steel area, and checks deflection under service loads (using unfactored D + L).
For a 114.8 kN·m factored moment using f'c = 28 MPa and fy = 420 MPa (Grade 60 — assumed design value), a typical beam size would be 250 × 400 mm with 4 pcs of 20mm bottom bars placed in two layers of 2 (40mm cover, 10mm stirrups, 25mm clear between layers → d ≈ 318 mm; As required ≈ 1,090 mm² vs 1,257 mm² provided). Four 20mm bars will not fit in one layer of a 250mm web under the NSCP 2015 Section 425.2.1 clear-spacing rule (at least the greatest of 50 mm, db and 4/3 dagg). Add the beam self-weight before finalizing: 0.25 × 0.40 × 23.6 = 2.36 kN/m raises wu to 28.33 kN/m and Mu to 127.5 kN·m, which needs As ≈ 1,231 mm² — still within the 1,257 mm² provided, but close. Always verify beam depth for deflection (NSCP 2015 Table 409.3.1.1: simply supported h ≥ ℓ/16 = 375 mm minimum) and check shear at supports.
For office buildings where partition locations are subject to change, NSCP 2015 Section 204.3 requires a uniformly distributed partition dead load of 1.0 kPa (0.5 kPa for access floor systems), in addition to all other loads. Table 204-2's 0.24 kPa "movable partitions" (0.19 kPa steel) is the partition's own weight, not this design allowance. Many engineers omit this entirely on office floors, resulting in beams that are under-designed for the actual building use. If permanent walls are shown on the plan, calculate their actual weight per linear meter and apply as a line load on the supporting beam.
A roof designed as a terrace or rooftop garden is not a "roof" for live load purposes — it's an occupied floor. Table 205-1 treats roof decks as "same as area served or occupancy" — e.g. 1.9 kPa for residential, 4.8 kPa for assembly use with movable seats — plus the dead load of the paving, soil, planters, and waterproofing. This combination is frequently missed on residential condo projects where the top floor becomes a penthouse terrace.
NSCP 2015 Sections 205.5–205.6 do not specifically list stairs as excluded from reduction — but stair flights and landings rarely have enough supported area to qualify, and AEDO's engineering judgement is to use the 4.8 kPa exit-facility live load at full value. Stairways must remain passable when the entire occupant load evacuates simultaneously.
The most dangerous calculation error: applying LRFD load factors (1.2D + 1.6L) and then checking against allowable stresses (ASD capacity). The two methods are not interchangeable. If you design in LRFD, use factored loads and compare against φMn, φVn. If you use ASD, use unfactored service loads (D + L) and compare against allowable stress or allowable capacity.
The BuildX NSCP Kit app gives you instant access to NSCP 2015 load tables, load combinations, seismic base shear, wind load computation, and design aids — organized by section, searchable, and available offline. Used by licensed Philippine engineers on every AEDO project.
Statutes, codes, official tools and references used or referred to in this article, linked to their source. Links open in a new tab.
Prices, cost bands and rate figures in this article are AEDO Construction's own market and practice figures for Philippine work unless a source is named beside them. Code and statute references above link to the primary text.
Correct gravity load analysis is the starting point — but a complete structural design also requires wind load analysis (Section 207), seismic base shear (Section 208), member sizing, and permit-ready drawings. AEDO Construction handles all of it.
Dead loads and live loads are the inputs to every structural calculation. Underestimate them and every downstream result — beam sizes, column capacities, foundation depths — is built on a false foundation. The code provides the minimums. Experience tells you when to exceed them.
AEDO Construction applies the full NSCP 2015 gravity load framework on every project — no shortcuts, no assumed values, no skipped combinations.
If you need structural analysis or design for your project, AEDO Construction is ready to help.
An engineer walks through generating dead, live and other design loads for a 2-storey house model. From the AEDO YouTube channel, uploaded 2021-01-17.
Per NSCP 2015 Table 205-1, the minimum live load for private residential rooms (bedrooms, living rooms, dining areas) is 1.9 kPa (194 kgf/m²). However, other areas of a residential building differ: exterior balconies require 2.9 kPa, decks 1.9 kPa, and exit facilities — stairways, exterior exit balconies, fire escapes and corridors serving 10 or more persons — require 4.8 kPa. Always check the specific area type, not just the building occupancy.
NSCP 2015 Table 204-1 gives the density of reinforced concrete (stone, including gravel) as 23.6 kN/m³. In Philippine engineering practice, many designers round this to 24 kN/m³ as a slightly conservative value, which is acceptable. Never use the plain concrete value of 22.6 kN/m³ for reinforced concrete members — the difference accumulates significantly across a multi-storey building's column and foundation design.
NSCP 2015 Section 203.3.1 specifies seven strength (LRFD) combinations, Eq. 203-1 to 203-7. For gravity-only loading, two typically govern: Eq. 203-1: 1.4(D + F) — governs when dead load dominates — and Eq. 203-2: 1.2(D + F + T) + 1.6(L + H) + 0.5(Lr or R) — governs for most beams and columns under standard occupancy loading. For members where lateral loads (wind or seismic) are significant, Eq. 203-4 to 203-7 must also be checked. The highest factored demand from all applicable combinations governs the design.
NSCP 2015 Section 205.5 permits a reduction R = r(A − 15) percent (r = 0.08 for floors; Table 205-3 for roofs) on any member supporting more than 15 m², up to 40% for members receiving load from one level only, 60% for other members, and not more than R = 23.1(1 + D/L). Reduction is not permitted for floors in places of public assembly or live loads greater than 4.8 kPa (except a 20% reduction for columns carrying storage loads). As an alternate, Section 205.6 gives L = L₀[0.25 + 4.57/√AI] for members with an influence area AI ≥ 40 m² (4× tributary area for columns, 2× for beams), with L not less than 50% of L₀ for members receiving load from one level only, nor 40% for other members.
CHB walls sitting on a beam are applied as a line load (kN/m), not a uniform area load. Calculate the wall's weight per meter of length: wall dead load per m² of face (NSCP 2015 Table 204-2) × wall height. For a standard 150mm CHB wall, no grout, 16.5 kN/m³ units, at 2.7m height: 1.15 kPa × 2.7m ≈ 3.1 kN/m, plus 0.24 kPa per plastered face × 2 faces × 2.7m ≈ 1.3 kN/m — about 4.4 kN/m total. Use the heavier unit-density or grouted rows of Table 204-2 if your blocks or cell filling differ (e.g. fully grouted 150mm: 2.63–2.97 kPa). This line load is added to the dead load tributary to the beam. Openings (doors, windows) reduce the effective wall load proportionally.
