Proportioning Steps | MixDesignCalc 2026 — IS 10262:2019 Complete Step-by-Step Mix Design Guide

Proportioning Steps

MixDesignCalc 2026 — Complete IS 10262:2019 Mix Proportioning Procedure: Every Step from Material Testing Through to Mix Design Report Documentation, with Formula Boxes, Decision Points, Adjustment Protocols and Full Example Calculations

IS 10262:2019 — All StepsIS 456 Limit Checks
Water CorrectionTrial Mix Adjustment
Mix Design ReportWorked Example

🏗️ The IS 10262:2019 Proportioning Procedure — Overview

IS 10262:2019
IS 456:2000
IS 383:2016
IS 2386 (Aggregate Tests)
IS 4031 (Cement Tests)

IS 10262:2019 is India’s primary standard for concrete mix design, specifying the Absolute Volume Method. The procedure consists of 11 sequential steps — each dependent on the results of the preceding steps. Shortcuts, reversals, or skipped steps produce incorrect proportions that cannot be verified by trial mix.

This page provides the complete proportioning procedure with full explanations at each step, the IS code references, formula boxes, decision protocols, and a running example (M30, Severe exposure, 100mm slump, 20mm crushed granite, OPC 53, PCE SP) throughout so you can follow a real calculation from start to finish.

The sequence is non-negotiable: Material data → fcm → w/c → W → C → Air → V_agg → FA/CA → Moisture correction → Density check → Trial mix → Report. Each step feeds into the next. Jumping directly to cement content without first determining the governing w/c and the minimum water content for workability is the most common calculation error in mix design practice.

0. Before You Start — Required Inputs & Material Data

Before any calculation can begin, the following data must be assembled. Some items come from IS 10262 tables (assumed values for preliminary design); others must be tested on the actual site materials before the final design is confirmed.

Structural / Specification Inputs

fck: Specified characteristic compressive strength (MPa) — from structural drawings or IS 456 Table 5 minimum
Exposure class: From IS 456 Table 3 (Mild / Moderate / Severe / Very Severe / Extreme) — determines max w/c, min cement, min cover
Target slump: At point of placement (mm) — must account for transit slump loss from plant to site
MSA: Maximum aggregate size — from IS 456 Cl.5.3.1 (section dimension, bar spacing, cover limits)
Cement type: OPC 53 / OPC 43 / PPC / PSC / SRC — affects w/c–strength relationship
Admixtures: SP type, water reduction %, Sg, solid content

Material Testing Data Required

Test Before Final Mix Design Confirmation

Cement Specific Gravity (IS 4031 Pt.11) — OPC 53: 3.15; PPC: 2.89; PSC: 2.90
FA Specific Gravity SSD (IS 2386 Pt.3) — typically 2.60–2.67 for river sand / M-Sand
CA Specific Gravity SSD (IS 2386 Pt.3) — granite 2.65–2.68; basalt 2.82–2.88
FA Grading / Zone (IS 383 Table 4) — determines FA% from IS 10262 Table 3
FA / CA Surface Moisture & Absorption (IS 2386 Pt.3) — for batch water correction
CA Flakiness & Elongation (IS 2386 Pt.1) — max 25% / 15%
SP admixture TDS (Sg, WR%, solid content, dosage range, IS 9103 certificate)

⚠ Never Use Assumed Specific Gravity for PPC or PSC

The single most common mix design error — using OPC Sg (3.15) for PPC or PSC cement — understates the cement volume by 8–9%, which shifts the aggregate proportion and voids the volume sum. PPC Sg ≈ 2.89; PSC Sg ≈ 2.90. Always test with IS 4031 Pt.11 (Le Chatelier flask) using actual site cement. If using silica fume: Sg ≈ 2.20 (test by helium pycnometry per IS 15388 — water flask method underestimates by 10–15% for SF).

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IS 10262:2019 Cl. 5.1
Step 1 — Determine Target Mean Strength (f_cm)
The statistical basis that governs the entire mix — from this, everything else flows

Concrete must be designed to a mean strength higher than the characteristic strength fck, because individual test results are variable. The design is based on achieving the mean such that 95% of results exceed fck — which requires the mean to exceed fck by 1.65 standard deviations (from normal distribution statistics).

IS 10262:2019 Cl. 5.1:

f_cm = f_ck + 1.65 × S

Where:
f_ck = Characteristic compressive strength at 28 days (MPa)
S = Standard deviation (MPa) — from IS 10262:2019 Table 1
1.65 = Confidence factor for 5% non-conformance (normal distribution)

IS 10262:2019 Table 1 — Standard Deviation Values

← Scroll

Grade of Concrete	Standard Deviation S (MPa)	Remarks
M10, M15	3.5	Lean / plain concrete — lower variability expected
M20	4.0	Residential RCC — moderate QC
M25, M30, M35	5.0	Standard structural — assumed value before actual plant data
M40, M45, M50, M55	5.5	Higher strength — tighter QC assumed
M60, M70, M80	6.5	Very high strength — specialist production

Example Calculation — M30 Concrete:

f_ck = 30 MPa | S = 5.0 MPa (IS 10262 Table 1)
f_cm = 30 + 1.65 × 5.0
f_cm = 30 + 8.25 = 38.25 MPa

When to Use a Different Standard Deviation

IS 10262 Table 1 values are for preliminary design when production data is unavailable. Once a batching plant has produced at least 30 cube results, the actual standard deviation should be calculated (IS 10262 Annex B) and used in place of Table 1. If actual S > assumed S, fcm increases → more cement required. If actual S < assumed S (better QC), fcm decreases → less cement needed — this is the economic incentive for better QC systems at concrete plants.

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IS 10262:2019 Cl. 5.2 + IS 456 Table 5
Step 2 — Select Design Water-Cement Ratio
The single most important mix design decision — governs both strength and durability

The design w/c is determined from two independent sources and the lower (more restrictive) value governs. The strength-based w/c comes from the w/c–strength relationship for the specific cement type being used. The durability-based maximum comes from IS 456:2000 Table 5 for the exposure class.

Step 2a — Strength-based w/c:
Using w/c–strength relationship for OPC 53 (IS 10262 Fig.1 approximation):
w/c ≈ (1.78 − f_cm × 0.0145) [for OPC 53 Grade; 28-day cubes]
(This is an approximate regression — use IS 10262 Fig.1 chart for exact values)

Cement type corrections (add to w/c above):
OPC 43: +0.02–0.03 | PPC: +0.03 | PSC: +0.04 | SRC: +0.02

Step 2b — IS 456 Table 5 maximum w/c:
Mild: 0.60 | Moderate: 0.50 | Severe: 0.45 | Very Severe: 0.40 | Extreme: 0.35

Step 2c — Governing w/c:
Design w/c = min(w/c_strength, w/c_IS456)
Example — M30, Severe Exposure, OPC 53:

f_cm = 38.25 MPa
w/c (strength) = 1.78 − 38.25 × 0.0145 = 1.78 − 0.555 = 0.47
w/c (IS 456 Severe) = 0.45 (maximum)
Design w/c = min(0.47, 0.45) = 0.45 [Durability governs]

Decision: Which Governs — Strength or Durability?

w/c_strength ≤ w/c_IS456
Strength governs. Use w/c_strength. The resulting concrete will exactly achieve fcm. IS 456 durability requirement is automatically satisfied.
w/c_strength > w/c_IS456
Durability governs. Use w/c_IS456 (lower value). The resulting concrete will exceed fcm — stronger than specified, but required for code compliance. Do NOT relax w/c to match fcm exactly in this case.
Extreme exposure (>M40)
Durability always governs. IS 456 Extreme: max w/c 0.35. M40 strength-based w/c ≈ 0.38 — durability is tighter. M40+ without PCE SP cannot meet IS 456 max cement limit of 550 kg/m³ at w/c 0.35 without SP water reduction.

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IS 10262:2019 Cl. 5.3 + Table 2
Step 3 — Estimate Free Water Content
From IS 10262 Table 2 — the starting water before SP reduction and moisture corrections

Free water content (W) is the mass of water per m³ of concrete that participates in the mix — it excludes water absorbed within aggregate pores (SSD condition). It is determined from IS 10262:2019 Table 2, which gives values for crushed angular aggregate as a function of MSA and target slump.

IS 10262:2019 Table 2 — Free Water Content (L/m³) for Crushed Aggregate

MSA (mm)	25–50mm slump	51–75mm	76–100mm	101–125mm	126–150mm	151–175mm
10mm	208	215	222	228	234	240
12.5mm	200	207	213	219	225	231
16mm	196	200	206	212	218	223
20mm	190	196	202	208	213	217
25mm	184	188	193	199	204	208
40mm	168	172	176	181	185	189

Step 3 Adjustments:

1. Select W_table from IS 10262 Table 2 (MSA row × slump column)

2. Aggregate type correction:
If rounded gravel (not crushed): W_adj = W_table − 20 L/m³
If recycled concrete aggregate: W_adj = W_table + 15 L/m³
(No adjustment for crushed aggregate — Table 2 values are for crushed)

3. SP water reduction (if PCE or WRA used):
W_design = W_adj × (1 − WR_fraction)
Example: PCE 25% WR → W_design = W_table × 0.75

4. Note: Table 2 values assume SSD aggregate condition.
Batch water correction for actual moisture is done at Step 8.
Example — M30, 20mm crushed granite, 100mm slump, PCE 22% WR:

W_table = 202 L/m³ (from Table 2: 20mm MSA, 76–100mm slump row)
No aggregate type correction (crushed granite)
PCE water reduction: W_design = 202 × (1 − 0.22) = 202 × 0.78
W_design = 157.6 → round to 158 L/m³

⚠ Plant Slump vs Placement Slump

IS 10262 Table 2 gives water content for target slump at the point of placement — inside the formwork. For ready-mix concrete transported 30–45 minutes, slump at plant must be 25–40mm higher than placement target to account for transit slump loss. In hot weather (>35°C), add 10–20 L/m³ more water to the Table 2 value, or use a slump-retention PCE formulation. Design the mix for placement slump, but dispatch from plant at higher slump.

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IS 10262:2019 Cl. 5.4 + IS 456 Table 5 & Cl. 8.2.5
Step 4 — Calculate Cement Content
C = W / w/c — then apply IS 456 minimum and maximum limits

Cement content is calculated from the design free water and the design w/c, then checked against two IS 456 limits. The governing (design) cement content is the maximum of the calculated value and the IS 456 minimum — then checked not to exceed the IS 456 maximum.

Calculation:
C_calc = W_design / (w/c)

IS 456 Table 5 minimum cement (by exposure class):
Mild: 300 | Moderate: 300 | Severe: 320 | Very Severe: 360 | Extreme: 380 kg/m³

Governing cement content:
C_design = max(C_calc, C_min_IS456)

IS 456 Cl. 8.2.5 maximum check:
C_design + all SCMs ≤ 550 kg/m³ (total cementitious limit)
Example — M30, Severe exposure, W = 158 L/m³, w/c = 0.45:

C_calc = 158 / 0.45 = 351.1 kg/m³
C_min = 320 kg/m³ (IS 456 Severe exposure)
C_design = max(351.1, 320) = 351 kg/m³ [Strength-based governs]

IS 456 Cl.8.2.5 check: 351 ≤ 550 kg/m³ ✅

Decision: Which Limit Governs C_design?

C_calc ≥ C_min
Strength / w/c governs. Use C_calc. The mix achieves fcm at the design w/c. Record: “Governing value: calculated cement content from w/c and water.”
C_calc < C_min
IS 456 minimum governs. Use C_min. The resulting concrete will exceed fcm (more cement than needed for strength). Record: “Governing value: IS 456 Table 5 minimum.” Common for low-grade concrete (M20) in Moderate/Severe exposure.
Total cementitious > 550
IS 456 Cl.8.2.5 violation. Must reduce cement. Options: (1) Increase SP dose to reduce W, which reduces C = W/w/c; (2) Use SCM replacement (FA or GGBS) — but check that OPC alone still meets C_min. If already at C_min, SP is the only option.

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IS 10262:2019 Cl. 5.5
Step 5 — SP Volume & Air Content
Calculate SP admixture volume and establish air content before aggregate volume

Before calculating aggregate volume, the volumes of superplasticizer and air must be established. This step is frequently skipped in manual calculations — but omitting it produces a mix that doesn’t sum to 1.0 m³ and overstates aggregate content. Both SP and air displace aggregate.

SP Volume Calculation:

SP_mass = C_design × SP_dose_fraction [kg/m³]
SP_volume = SP_mass / (Sg_SP × 1000) [m³/m³]
SP_free_water = SP_volume × (1 − Solid_frac) [L/m³ of water in SP liquid]
W_batch = W_design − SP_free_water [actual water to add at batching plant]

Air Content (V_air):
Normal concrete (no AEA): 2.0% = 0.020 m³/m³
Air-entrained concrete (freeze-thaw): 4.5–6.5% = 0.045–0.065 m³/m³
Note: Each 1% AEA reduces strength by approx 4–5 MPa
Example — M30, PCE SP: Dose 1.0% bwoc, Sg 1.06, Solid 40%:

SP_mass = 351 × 0.010 = 3.51 kg/m³
SP_volume = 3.51 / 1.06 = 3.312 L/m³ = 0.003312 m³
SP_free_water = 3.312 × (1 − 0.40) = 3.312 × 0.60 = 1.987 L/m³
W_batch = 158.0 − 1.987 = 156.0 L/m³ (batch water to meter at plant)
V_air = 2.0% = 0.020 m³ (no AEA for plains climate)

Why SP Free Water Must Be Subtracted

PCE SP in liquid form is typically 40% polycarboxylate solid dissolved in 60% water. When you add 3.31 L/m³ of SP liquid, you are also adding 1.99 L/m³ of water — beyond the design free water W. To maintain the design w/c, the batch water must be reduced by this amount. Failing to correct for SP water content raises effective w/c by approximately 0.005–0.012 units — significant for M30 (target w/c 0.45) and critical for M60 (target w/c 0.28).

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IS 10262:2019 Cl. 5.5 — Absolute Volume Method
Step 6 — Absolute Volume of Aggregates
The sum of all volumes must equal exactly 1.000 m³

In the Absolute Volume Method, each ingredient’s volume = mass / (specific gravity × 1000). The sum of all ingredient volumes must equal 1.0 m³ — this is the mathematical constraint that uniquely determines the aggregate content once cement, water, air, and SP are fixed.

Absolute Volume Calculation:

V_cement = C_design / (Sg_cement × 1000) [m³/m³]
V_water = W_design / 1000 [m³/m³]
V_air = air% / 100 [m³/m³]
V_SP = SP_volume / 1000 [m³/m³]
(Add V_SF, V_GGBS, V_FA_scm if SCMs used separately)

V_paste = V_cement + V_water + V_air + V_SP [sanity check: should be 0.27–0.38 m³]

V_aggregate = 1.0000 − V_cement − V_water − V_air − V_SP

Verification: V_cement + V_water + V_air + V_SP + V_FA + V_CA = 1.000 m³ ± 0.001
Example — M30, OPC 53 (Sg 3.15), W = 158 L/m³, Air 2%, SP 3.312 L:

V_cement = 351.0 / (3.15 × 1000) = 0.1114 m³
V_water = 158.0 / 1000 = 0.1580 m³
V_air = 2.0% = 0.0200 m³
V_SP = 3.312 / 1000 = 0.0033 m³
──────────────────────────────────────
V_paste = 0.2927 m³ (Paste = 29.3% — within normal range ✅)
V_aggregate = 1.0000 − 0.2927 = 0.7073 m³

Paste Volume Sanity Check

Calculate V_paste = V_cem + V_water + V_air + V_SP. Normal range for standard structural concrete: 0.27–0.35 m³/m³ (27–35%). Below 0.27: likely too lean — workability problems, potential honeycombing. Above 0.35 for normal concrete: excessive shrinkage risk and heat generation. HSC with SF can accept 0.33–0.38 because the denser SF paste has different shrinkage characteristics. If your V_paste falls outside 0.27–0.38, recheck all specific gravity inputs — wrong Sg is almost always the cause.

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IS 10262:2019 Cl. 5.5 + Table 3
Step 7 — FA/CA Proportion Split
Split total aggregate volume into fine and coarse using IS 10262 Table 3

The total aggregate volume from Step 6 must be divided into fine aggregate (FA, <4.75mm) and coarse aggregate (CA, >4.75mm). IS 10262:2019 Table 3 gives the percentage of FA by volume as a function of MSA and FA zone per IS 383:2016.

IS 10262:2019 Table 3 — FA as % of Total Aggregate Volume

MSA (mm)	Zone I FA%	Zone II FA%	Zone III FA%	Zone IV FA%
10mm	40	44	48	52
12.5mm	36	40	44	48
16mm	34	38	42	46
20mm	32	36	40	44
25mm	30	34	38	42
40mm	28	32	36	40

FA/CA Calculation:

FA_fraction = FA% / 100 (from Table 3)
V_FA = V_aggregate × FA_fraction
V_CA = V_aggregate × (1 − FA_fraction)

FA_mass = V_FA × Sg_FA × 1000 [kg/m³]
CA_mass = V_CA × Sg_CA × 1000 [kg/m³]
Example — V_agg = 0.7073 m³, 20mm MSA, Zone II FA (36%),
Sg_FA = 2.65, Sg_CA = 2.68:

FA fraction = 36% = 0.36
V_FA = 0.7073 × 0.36 = 0.2546 m³ → FA = 0.2546 × 2.65 × 1000 = 675 kg/m³
V_CA = 0.7073 × 0.64 = 0.4527 m³ → CA = 0.4527 × 2.68 × 1000 = 1213 kg/m³

Volume verification:
0.1114 + 0.1580 + 0.0200 + 0.0033 + 0.2546 + 0.4527 = 1.0000 m³ ✅

Adjusting the FA/CA Split — When Table 3 Needs Modification

Increase FA% by 2–4% if: mix is harsh or stiff despite meeting target slump; pumping problems; Zone III/IV sand being used.
Decrease FA% by 2–4% if: excessive bleeding; segregation of CA; mix appears “fatty” (sticky, over-cohesive).
Pump mixes: add 3–5% to Table 3 FA% for reliable pumpability — more paste and fines reduce pipe friction.
Round gravel: reduce FA% by 2–3% (rounder particles need less fine material to achieve cohesion).

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IS 10262:2019 Cl. 5.6 CRITICAL
Step 8 — Aggregate Moisture Correction
Adjust batch water and aggregate masses for actual site moisture — mandatory for every production batch

IS 10262 Table 2 water contents assume SSD (Saturated Surface-Dry) aggregate condition — pores full of water but surface dry. In practice, aggregates are almost never at SSD during production. They may be wet (surface moisture above SSD) or air-dry (below SSD). The batch water must be corrected, and aggregate masses adjusted correspondingly. This step is performed in the mix design report AND at every batching plant batch throughout production.

IS 10262:2019 Cl. 5.6 — Moisture Correction:

For each aggregate (FA and CA separately):

Surface_moisture = moisture_content − absorption [%]
(Positive = aggregate wetter than SSD; Negative = aggregate drier than SSD)

Water_correction = (Surface_moisture / 100) × Agg_mass [L/m³]

Batch water (actual):
W_batch = W_design − (MC_FA − Abs_FA)/100 × FA_mass − (MC_CA − Abs_CA)/100 × CA_mass

Corrected aggregate masses:
FA_batch = FA_mass × (1 + MC_FA/100)
CA_batch = CA_mass × (1 + MC_CA/100)

(Add mass of surface moisture to aggregate delivery mass)
Example — FA moisture 2.5% (surface), absorption 1.0%;
CA moisture 0.8% (surface), absorption 0.5%:

Surface moisture FA = 2.5 − 1.0 = 1.5%
Surface moisture CA = 0.8 − 0.5 = 0.3%

Water correction FA = (1.5/100) × 675 = −10.1 L/m³ (remove from batch water)
Water correction CA = (0.3/100) × 1213 = −3.6 L/m³ (remove from batch water)

W_batch(corrected) = 156.0 − 10.1 − 3.6 = 142.3 L/m³ (actual water to add)
FA_batch = 675 × 1.025 = 692 kg/m³ (includes surface moisture)
CA_batch = 1213 × 1.008 = 1222 kg/m³ (includes surface moisture)

❌ Ignoring Moisture Correction — The Most Costly Production Error

A FA surface moisture of 2.5% on a 675 kg/m³ FA content adds 16.9 kg/m³ of water to the mix if uncorrected — raising effective w/c from 0.45 to 0.50 for M30. Over a year of monsoon season production at 5000 m³/year, this means thousands of m³ of under-strength, over-permeable concrete placed in structures. Moisture correction must happen at every batching cycle — modern batching plants use microwave moisture meters on aggregate belts for continuous real-time correction. Manual correction requires moisture tests per shift using IS 2386 Pt.3 method.

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IS 10262:2019 Cl. 5.7
Step 9 — Fresh Density Verification
Calculate theoretical density and compare against trial mix measured density

The theoretical fresh density of the concrete mix provides a final design check and a quality control benchmark for production. In trial mixes, the measured density should match the theoretical density within ±30–50 kg/m³. Significant deviations indicate batching errors or wrong specific gravity assumptions.

Theoretical Fresh Density:

ρ_concrete = C + W + FA + CA + SP_mass
= sum of all ingredient masses per m³
(Do NOT include the mass of air — air has no mass)

Example:
ρ = 351 + 158 + 675 + 1213 + 3.51
ρ = 2400.5 kg/m³

Trial mix density tolerance: ± 30–50 kg/m³ of theoretical

If measured < theoretical by >50 kg/m³:
→ Actual aggregate Sg lower than assumed; or air content higher than 2%
If measured > theoretical by >50 kg/m³:
→ Aggregate Sg higher than assumed; or less air than assumed

Using Density as a Daily Production QC Check

Fresh density (measured by IS 1199 Part 6 — density pot method) is the fastest and cheapest QC test available at every truck. Once the design fresh density is known (±20 kg/m³), density measurement on every truck takes 2 minutes and provides immediate feedback on batching consistency. A density 40+ kg/m³ below target suggests excess water (high w/c — reject truck). A density 40+ kg/m³ above target suggests under-water (may be workable but check slump). Density combined with slump gives a two-parameter QC check achievable in under 5 minutes per truck.

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IS 10262:2019 Cl. 7 — MANDATORY
Step 10 — Trial Mix Procedure & Adjustment Protocol
Calculated proportions are a starting point — trial mixes are legally required

IS 10262:2019 Clause 7 mandates a minimum of three trial batches using the calculated proportions. No mix design is complete — or legally compliant — without this verification step. Trial mixes must be made using the actual site materials, in the actual proportions, under conditions representative of production.

Trial Mix Minimum Requirements

Minimum batch size: 0.01 m³ (10 litres) — but larger is better (0.05–0.10 m³ more representative)
Number of trial batches: minimum 3 at the calculated proportions
Mixing time: minimum 2 minutes after all materials are added
Fresh tests per batch: slump (IS 1199), density (IS 1199 Pt.6), temperature
Cube specimens: 6 cubes (150mm) per batch — test 3 at 7 days and 3 at 28 days
Curing: 27 ± 2°C water per IS 516

Trial Mix Adjustment Decision Tree

Slump too low (>25mm below target)
Option A (preferred): Increase SP dose by 0.1–0.2% bwoc → re-test slump. Repeat until target met. Does not change w/c or cement content.
Option B: Increase water by 3% of W_design → recalculate cement to maintain w/c: C_new = W_new / w/c. This increases cement content — accept the cost or revert to Option A.
Slump too high (>25mm above target)
Reduce SP dose by 0.1% bwoc → re-test. If no SP used: reduce water by 3% → recalculate cement. Never add aggregate to stiffen — it changes absolute volume balance.
7-day strength < 70% of fcm
Reduce w/c by 0.03 steps (e.g. 0.45 → 0.42). Recalculate W = same, C = W/new w/c (increases). Prepare new trial batch. Do NOT add cement without reducing w/c.
28-day strength ≥ 115% of fcm
Over-strength → over-cemented. Increase w/c slightly (within IS 456 max) to reduce cement. Saves cost without durability penalty if IS 456 limit not exceeded.
Segregation or bleeding observed
Reduce FA% by 2–4% (more CA, less FA). If persistent: reduce SP dose. Check w/c — excessive bleeding is often a symptom of w/c too high.
All three batches pass slump AND 28-day strength
Mix design confirmed. Calculate average of all 9 cube results (3 batches × 3 cubes). Mean shall exceed fcm. SD of 9 results shall be consistent with the assumed S.

11
IS 10262:2019 Documentation
Step 11 — Mix Design Report
The legal document that authorises production — must contain all design data and trial results

A Mix Design Report is the formal document that records every step of the design procedure, the material test data used, the calculated proportions, and the trial mix verification results. It is the legal basis for production and must be retained as a quality record. The following template shows all required contents per IS 10262:2019.

CONCRETE MIX DESIGN REPORT
IS 10262:2019 ABSOLUTE VOLUME METHOD
1. PROJECT DETAILS
Project Name: __________________________ | Structure: _________________
Report No: _________ | Date: __________ | Engineer: __________________

2. DESIGN SPECIFICATION
Grade: M____ | Exposure Class (IS 456 Table 3): _________
Target Slump: ___mm | MSA: ___mm | Cement Type: _________
Design Service Life: ___ years

4. CALCULATED PROPORTIONS (SSD Basis, per m³)
Step 1 — fcm = fck + 1.65S = __ + 1.65×__ = ______ MPa
Step 2 — Design w/c = min(____[strength], ____[IS456]) = ______
Step 3 — W_table = ____L/m³; SP WR = __%; W_design = ____L/m³
Step 4 — C_calc = __/__ = ____; C_min(IS456) = ____; C_design = ____ kg/m³
Step 5 — SP = ____ kg; SP vol = ____ L; W_batch = ____ L/m³
Step 6 — V_cem=___ + V_W=___ + V_air=___ + V_SP=___ = ___; V_agg = ____m³
Step 7 — FA(Zone__, __%) = ____ kg/m³ | CA = ____ kg/m³
Check: Sum = 1.000 m³ ✅

5. BATCH CORRECTIONS (Actual Site Moisture)
FA moisture: ___%, Absorption ___%, Surface MC = ___% → W correction: ___L/m³
CA moisture: ___%, Absorption ___%, Surface MC = ___% → W correction: ___L/m³
W_batch(corrected) = ____ L/m³ | FA_batch = ____ kg/m³ | CA_batch = ____ kg/m³

6. THEORETICAL FRESH DENSITY
ρ = Cement + Water + FA + CA + SP = _____ kg/m³

7. IS 456 COMPLIANCE CHECKS
Grade ≥ IS 456 Table 5 minimum (M__): ✅/❌
w/c ≤ IS 456 Table 5 maximum (_____): ✅/❌
Cement ≥ IS 456 Table 5 minimum (____kg/m³): ✅/❌
Total cementitious ≤ 550 kg/m³ (IS 456 Cl.8.2.5): ✅/❌

9. MIX CONFIRMED FOR PRODUCTION
Mix complies with IS 10262:2019 and IS 456:2000 requirements.
Approved for production at: ______________ Batching Plant.
Signature: _____________________ Date: ___________
Designation: ______________________

How Long Must a Mix Design Report Be Retained?

IS 456:2000 Cl.17.1 requires that records of concrete production (including mix design reports, cube test results, and delivery records) be retained for a minimum of 5 years from the date of completion of the structure. For infrastructure projects (bridges, dams, tunnels), best practice is to retain mix design documentation for the entire design service life of the structure. Mix design reports should be stored in both physical and digital form.