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Construction Materials And Testing Simulations

A collection of interactive 3D visualizations and simulations to help you master concepts in construction materials and testing.

Properties of Materials - Theory & Concepts

Fundamental physical, mechanical, chemical, and thermal properties of construction materials.

Soil Phase Relationships

Adjust void ratio (ee), moisture content (ww), and specific gravity (GsG_s) to inspect the volumetric distribution.

Void Ratio (e)0.65
Dense (0.3)Loose (1.5)
Moisture Content (w)15.0%
Dry (0%)Wet (50%)
Specific Gravity (G_s)2.65
Light (2.5)Heavy (2.8)
Formula: S⋅e=w⋅GsS \cdot e = w \cdot G_s

3-Phase Block

Air (0.25)
Water (0.40)
Solids (1.00)
Total Vol = 1.65

Saturation Calculation

S=w⋅Gse×100%S = \frac{w \cdot G_s}{e} \times 100\%
S=0.150⋅2.650.65×100%S = \frac{0.150 \cdot 2.65}{0.65} \times 100\%
S=61.2%S = 61.2\%
Partially Saturated state

Properties of Materials - Theory & Concepts - Soil Properties

Fundamental physical, mechanical, chemical, and thermal properties of construction materials.

Soil Phase Relationship Simulator

Adjust the volumes of voids and water to see how it affects the fundamental physical properties of the soil sample (Total Volume = 1.0 m³).

Changes the ratio of solid particles to empty space.

Changes how much of the void space is filled with water.

AIR
WATER
SOLIDS
VaV_a
VwV_w
VsV_s
Maapprox0M_a \\approx 0
MwM_w
MsM_s
Phase Diagram

Calculated Soil Properties

Void Ratio (e):0.667
Porosity (n):40.0%
Saturation (S):50.0%
Moisture (w):12.6%
Bulk Density:1790 kg/m³
Dry Density:1590 kg/m³
Verification Equation: Scdote=wcdotGsS \\cdot e = w \\cdot G_s0.333 = 0.333

Properties of Materials - Theory & Concepts - Stress Strain

Fundamental physical, mechanical, chemical, and thermal properties of construction materials.

Stress-Strain Behavior

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Key Insights:

  • Linear Elastic Region:Stress is proportional to strain (Hooke's Law). Slope is Young's Modulus (EE).
  • Yield Point: Material begins to deform plastically.
  • Strain Hardening: Stress increases with strain due to dislocation movements.
  • Necking: Cross-sectional area decreases significantly before fracture.
  • Ductile Failure: Significant deformation before failure.

Properties of Materials - Theory & Concepts - Materials Elastic Modulus

Fundamental physical, mechanical, chemical, and thermal properties of construction materials.

Elastic Deformation & Poisson

Compare axial compression and lateral bulging for standard construction materials under stress.

Compressive Stress ($\sigma$)15 MPa
0 MPaAllowable Limit (30 MPa)
Poisson's Ratio ($\nu$):

Measures the lateral expansion of a material when compressed axially. ν=−εlateral/εaxial\nu = -\varepsilon_{lateral} / \varepsilon_{axial}.

Deformation Profile

Material block undergoing compressive stress and expanding laterally
Deformation Magnified $\times 5,000$

Strain Outputs

εaxial=σE\varepsilon_{axial} = \frac{\sigma}{E}
Axial Strain:
εax=1530000=0.000500\varepsilon_{ax} = \frac{15}{30000} = 0.000500
0.0500% strain
Lateral Strain (εlat=−ν⋅εax\varepsilon_{lat} = -\nu \cdot \varepsilon_{ax}):
εlat=−0.2⋅0.000500=−0.000100\varepsilon_{lat} = -0.2 \cdot 0.000500 = -0.000100
+0.0100% bulge

Aggregates - Theory & Concepts - Sieve Analysis

Classification, sources, and testing of aggregates for concrete and asphalt.

Aggregate Gradation Curve

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Interpretation:

A well-graded soil has a good representation of particle sizes over a wide range. This leads to high density and stability as smaller particles fill the voids between larger ones. Best for structural fill and base courses.

Aggregates - Theory & Concepts

Classification, sources, and testing of aggregates for concrete and asphalt.

Fineness Modulus (FM)

Adjust the weight retained on each standard sieve (in grams or relative proportion) to recalculate the FM and observe particle distribution.

Sieve No. 4 (4.75mm)0 g
Sieve No. 8 (2.36mm)10 g
Sieve No. 16 (1.18mm)20 g
Sieve No. 30 (0.60mm)30 g
Sieve No. 50 (0.30mm)25 g
Sieve No. 100 (0.15mm)10 g
Total Aggregate Sample: 95 g

Sieve Stack

No. 44.75 mm
No. 82.36 mm
10g
No. 161.18 mm
20g
No. 300.60 mm
30g
No. 500.30 mm
25g
No. 1000.15 mm
10g
Pan
Passes No. 100

Cumulative % Retained

No. 40.0%
No. 810.5%
No. 1631.6%
No. 3063.2%
No. 5089.5%
No. 100100.0%

Fineness Modulus Calculation

FM=∑Cum. % Retained100\text{FM} = \frac{\sum \text{Cum. \% Retained}}{100}
$\sum = 0.0 + 10.5 + 31.6 + 63.2 + 89.5 + 100.0$
$\sum = 294.7\%$
Calculated FM
2.95
Fine Aggregate (Ideal Sand)

Aggregates - Theory & Concepts - Materials Aggregate Moisture

Classification, sources, and testing of aggregates for concrete and asphalt.

Aggregate Moisture States

Adjust moisture parameters to observe the physical states of aggregates and calculate concrete batch water adjustments.

Moisture Content ($MC$)3.0%
Oven Dry (0%)Wet (6%)
Absorption Capacity ($AC$)1.5%
Low (0.5%)High (3.0%)
Batch Weight of Aggregate800 kg
200 kg1500 kg
Active: Wet / Damp State

Aggregate Particle

Aggregate gravel particle illustrating moisture absorption states
Wet / Damp
“Pores are full and a surface water film exists. Free surface moisture will increase mix water.”
Mix Water Adjustment
Free Moisture ($MC - AC$):1.50%
Adjustment:Subtract 12.0 kg
Adj = 800 kg * (1.50 / 100)

Cement and Admixtures - Theory & Concepts

Types of Portland cement, their uses, and the role of chemical admixtures.

Abrams' Law: Water-Cement Ratio

Adjust the water-cement (w/c) ratio to observe its inverse non-linear relationship with concrete strength.

Water-Cement Ratio (xx)0.50
Low w/c (Dry / Strong)High w/c (Wet / Weak)
Pedagogical Insights:

Lower water content minimizes microscopic voids in the hydrated cement paste matrix, leading to higher density and compressive strength.

Abrams' Curve: fc (MPa) vs w/c
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Calculation (Abrams' Law)

fc=ABxf_c = \frac{A}{B^x}
A=100 MPaA = 100 \text{ MPa}, B=8B = 8 (empirical constants)
fc=10080.50≈35.4 MPaf_c = \frac{100}{8^{0.50}} \approx 35.4 \text{ MPa}

Cement and Admixtures - Theory & Concepts - Cement Hydration

Types of Portland cement, their uses, and the role of chemical admixtures.

Cement Hydration & Strength Development

Observe the rapid early hydration of C3AC_3A and C3SC_3S compared to the slow, long-term hydration of C2SC_2S.

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Note: C3SC_3S and C3AC_3A hydrate rapidly, contributing to the concrete's early-age strength and initial heat of hydration. C2SC_2S reacts much slower, providing sustained long-term strength development extending well beyond 28 days.

Cement and Admixtures - Theory & Concepts - Materials Vicat Needle

Types of Portland cement, their uses, and the role of chemical admixtures.

Vicat Cement Setting Test

Simulate the ASTM C191 Vicat needle test to determine the initial and final setting times of cement paste.

Water-Cement Ratio (w/c)0.26
Dry/Stiff (0.22)Wet/Fluid (0.32)
Curing Temperature23°C
Cold (15°C)Hot (45°C)
Elapsed Test Time60 mins
Start (0m)End (360m)
Initial Set: Specified when penetration is exactly 25 mm25\text{ mm}. Final set occurs when the needle makes no visible impression.

Vicat Needle

Vicat needle test apparatus with dynamic plunger penetration
Penetration: 36 mm
Penetration (mm) vs Time (min)
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Initial Set (Time)
120 mins
Final Set (Time)
216 mins

Concrete Technology - Theory & Concepts - Concrete Slump

Properties of fresh and hardened concrete, mix design, and testing methods.

Concrete Slump Test Simulator

Adjust the water and admixture content, then perform the slump test to see how workability is affected.

180 kg/m³

More water increases slump but decreases strength.

0 mL/100kg

Increases slump without adding water (maintains strength).

Concrete Technology - Theory & Concepts

Properties of fresh and hardened concrete, mix design, and testing methods.

ACI Strength Gain Profile

Adjust curing age and target 28-day strength to observe concrete compressive strength gain over time.

Curing Time (t)7 days
Day 1Day 90
Target 28-Day Strength (f'c,28)30 MPa
Low Strength (20)High Strength (60)
Note: Standard concrete specifications use the 28-day compressive strength (fc,28′f'_{c,28}) as the design basis, at which hydration is assumed to be mostly stable.
ACI 209 Curve: Strength (MPa) vs Time (Days)
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ACI 209 empirical model

fc(t)=fc,28′(t4+0.85t)f_c(t) = f'_{c,28} \left( \frac{t}{4 + 0.85t} \right)
fc(7)=30(74+0.85(7))f_c(7) = 30 \left( \frac{7}{4 + 0.85(7)} \right)
fc(7)≈21.1 MPaf_c(7) \approx 21.1 \text{ MPa}

Concrete Technology - Theory & Concepts - Materials Concrete Cylinder Test

Properties of fresh and hardened concrete, mix design, and testing methods.

Concrete Cylinder Press

Adjust mix target strength and curing age. Click “Start Compression Test” to load the hydraulic cylinder until it fails.

28-Day Target Strength ($f'_c$)30 MPa
Age at Test (Curing Days)28 days
Estimated Strength: Curing at 28 days provides an estimated strength limit of 30.2 MPa30.2\text{ MPa}.

ASTM C39 Test

Concrete cylinder inside testing frame showing cracks under load
Stress: 0.0 MPa
Stress (MPa) vs Strain (in/in)
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Concrete Technology - Theory & Concepts - Concrete Mix

Properties of fresh and hardened concrete, mix design, and testing methods.

Concrete Mix Trade-offs

Adjust the mix parameters to visualize the fundamental engineering trade-offs between strength, workability, and cost.

0.45
75
19
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Masonry Systems - Theory & Concepts

Concrete Hollow Blocks (CHB), mortar, grout, and structural masonry design.

Masonry Assemblage Strength

Adjust block unit strength and mortar strength to estimate specified compressive strength (fm′f'_m) of the masonry prism.

Unit Compressive Strength (fcb′f'_{cb})15 MPa
Standard CMU (5)High Strength (30)
Mortar Strength (fmortarf_{mortar})10 MPa
Type O (2)Type M (20)
ASTM C1314: Compressive strength of masonry prisms is used to verify design compliance rather than testing individual components in isolation.

Masonry Prism

Block (15 MPa)
10
Block (15 MPa)
10
Block (15 MPa)
Good compatibility

assemblage strength

fm′=0.7⋅(fcb′)0.75⋅(fmortar)0.25f'_m = 0.7 \cdot (f'_{cb})^{0.75} \cdot (f_{mortar})^{0.25}
fm′=0.7⋅(15)0.75⋅(10)0.25f'_m = 0.7 \cdot (15)^{0.75} \cdot (10)^{0.25}
fm′≈9.5 MPaf'_m \approx 9.5 \text{ MPa}

Masonry Systems - Theory & Concepts - Masonry Stress

Concrete Hollow Blocks (CHB), mortar, grout, and structural masonry design.

Masonry System Strength Simulator

Adjust the block and mortar properties to see how they affect the composite masonry compressive strength ($f'_m$).

System Output

Composite Strength ($f'_m$):12.96 MPa

*The composite strength is heavily influenced by the block strength, but weak mortar limits the overall assembly.

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Masonry Systems - Theory & Concepts - Materials Mortar Flow

Concrete Hollow Blocks (CHB), mortar, grout, and structural masonry design.

Mortar Flow Table Test

Simulate the ASTM C1437 flow table test. Adjust mortar type and w/c ratio, then trigger table drops to spread the mortar.

Water-Cement Ratio (w/c)0.55
Standard drops: ASTM C1437 specifies dropping the table 25 times in 15 seconds. Standard flow range is typically $100\%$ to $115\%$.

Flow Table Surface

Concentric circles on the flow table showing mortar expansionSSD Base (100mm)150% Flow
Final Diameter: 100 mm
ASTM C1437 Flow %
Flow %=Dfinal−DinitialDinitial×100\text{Flow \%} = \frac{D_{final} - D_{initial}}{D_{initial}} \times 100
Flow=100−100100×100=0%\text{Flow} = \frac{100 - 100}{100} \times 100 = 0\%
Predicted Mortar Strength
4.7 MPa
Too Stiff (Poor workability)

Structural Steel - Theory & Concepts

Grades, mechanical properties, and testing of structural steel.

Hooke's Law: Structural Steel

Adjust axial strain (ε\varepsilon) to compute the resulting stress (σ\sigma) within the linear elastic region.

Axial Strain ($\varepsilon$)0.100%
No Strain (0.0)Elastic Limit (0.002)
Young's Modulus ($E$): Structural steel exhibits a constant modulus of elasticity of approximately 200,050 MPa200,050\text{ MPa} (200 GPa200\text{ GPa}) in the elastic range.

Tensile Specimen

Tensile coupon stretching under loading+15.0px
Elastic Deformation

Hooke's Law Calculation

σ=E⋅ε\sigma = E \cdot \varepsilon
σ=200,000⋅0.0010\sigma = 200,000 \cdot 0.0010
σ=200 MPa\sigma = 200 \text{ MPa}
Stress is strictly proportional to strain.

Structural Steel - Theory & Concepts - Steel Tension Test

Grades, mechanical properties, and testing of structural steel.

Steel Tension Test Simulator

Observe the stress-strain behavior of different steel grades.

Test Controls

Live Sensor Data

Current Stress (σ):0.0 ksi
Current Strain (ε):0.0000 in/in
Material Phase:Elastic

Material Specs

  • Yield (F_y): 36 ksi
  • Ultimate (F_u): 58 ksi
  • Modulus (E): 29000 ksi
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Structural Steel - Theory & Concepts - Materials Charpy Impact

Grades, mechanical properties, and testing of structural steel.

Charpy Impact Tester

Simulate the ASTM E23 pendulum impact test to determine material toughness and the ductile-to-brittle transition temperature (DBTT).

Specimen Temperature20°C
Brittle (-60°C)Ductile (80°C)
Impact Energy (KV): Calculated from potential energy difference of the pendulum before and after fracture: KV=m⋅g⋅(h−h′)KV = m \cdot g \cdot (h - h').

Charpy Swing

Charpy pendulum striker hitting steel test coupon
Ready
Impact Energy (J) vs Temperature (°C)
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Reinforcing Steel - Theory & Concepts

Types, grades, sizes, and properties of reinforcing steel bars (Rebars) used in concrete.

Reinforcement Ratio ($\rho$)

Adjust beam dimensions and reinforcing steel area to check the reinforcement ratio compliance.

Beam Width (b)300 mm
200 mm500 mm
Effective Depth (d)450 mm
300 mm800 mm
Steel Area ($A_s$)1200 mm²
200 mm²4000 mm²
Reinforcement Limits: ACI code restricts $\rho$ to ensure ductile failure (steel yields before concrete crushes).

Beam Cross Section

Beam Cross Section drawing with reinforcement rebarsRebar 1Rebar 2Rebar 3300 x 500 mm Beam
✅ Code Compliant

Reinforcement Ratio

ρ=Asb⋅d\rho = \frac{A_s}{b \cdot d}
ρ=1200300⋅450\rho = \frac{1200}{300 \cdot 450}
ρ=0.00889\rho = 0.00889
Excellent: Section will undergo safe, ductile tensile steel yielding.

Reinforcing Steel - Theory & Concepts - Materials Rebar Development Length

Types, grades, sizes, and properties of reinforcing steel bars (Rebars) used in concrete.

Rebar Development Length

Vary rebar size, yield strength, concrete grade, and coatings to compute required embedment length ($l_d$) per ACI 318.

Bar Diameter ($d_b$)20 mm
Embedment Provided600 mm
Rebar Yield (fyf_y): Typical reinforcing bars yield at 415 MPa415\text{ MPa} (Grade 60) or 275 MPa275\text{ MPa} (Grade 40).
Pullout Simulator
Reinforced concrete block demonstrating bond stress pull-out testSpecimen Mounted

Required ACI 318 Length ($l_d$)

ld=(fy⋅ψt⋅ψe2.1⋅λfc′)dbl_d = \left( \frac{f_y \cdot \psi_t \cdot \psi_e}{2.1 \cdot \lambda \sqrt{f'_c}} \right) d_b
Required vs Provided
747 mm vs 600 mm
FAIL (Insufficient Anchorage)

Reinforcing Steel - Theory & Concepts - Rebar Testing

Types, grades, sizes, and properties of reinforcing steel bars (Rebars) used in concrete.

Rebar Tensile Test Simulation

Compare the stress-strain behavior of different rebar grades. Notice how higher grades offer higher yield strength ($F_y$) but generally exhibit slightly less ductility (percent elongation) before fracture.

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Wood and Timber - Theory & Concepts - Wood Moisture

Structure, properties, defects, and preservation of wood as a construction material.

Cellular Moisture & Shrinkage Simulator

Adjust the moisture content to see how water leaves the wood cells. Notice that dimensional shrinkage only occurs when the bound water leaves the cell walls (below the Fiber Saturation Point).

40.0%

Current State

  • Phase:Green Wood (Losing Free Water)
  • Free Water (Cavity):10.0% MC
  • Bound Water (Walls):30.0% MC
  • Tangential Shrinkage:0.00%
Free Water
Simplified Wood Cell Cross-Section

Wood and Timber - Theory & Concepts - Wood Shrinkage

Structure, properties, defects, and preservation of wood as a construction material.

Wood Shrinkage vs. Moisture Content

Wood shrinks dimensionally only when its Moisture Content (MC) drops below the Fiber Saturation Point (FSP), typically around 30%. Shrinkage is highly anisotropic: it is greatest tangentially across the growth rings, about half as much radially, and negligible longitudinally (along the grain).

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Wood and Timber - Theory & Concepts

Structure, properties, defects, and preservation of wood as a construction material.

Wood Moisture & Shrinkage

Adjust initial and final moisture content (MC) to simulate wood dimensional shrinkage below the Fiber Saturation Point (FSP $\approx 30\%$).

Initial MC30%
Oven-Dry (0%)Green (>30%)
Final MC10%
Oven-Dry (0%)Green (>30%)
Max Shrinkage Coeff. ($S_0$)6.0%
Stable Wood (2%)Unstable Wood (12%)
Fiber Saturation Point (FSP): Moisture held within wood cell walls. Only water lost *below* the FSP causes cell shrinkage and dimensional changes.

Timber Shrinkage

Wood board showing dimensional shrinkage under moisture loss
Shrunk by 4.0%

Dimensional Change

St=S0(MCi−MCf30)S_t = S_0 \left( \frac{MC_i - MC_f}{30} \right)
St=6.0(30−1030)S_t = 6.0 \left( \frac{30 - 10}{30} \right)
St=4.00%S_t = 4.00\%

Wood and Timber - Theory & Concepts - Materials Timber Beam Flexure

Structure, properties, defects, and preservation of wood as a construction material.

Timber Beam Stresses

Vary beam size, span, load, and wood species to observe stress profiles and evaluate design margins.

Beam Span (L)4.0 m
Beam Width (b)100 mm
Beam Depth (h)200 mm
Midspan Point Load (P)5.0 kN
Assumes a simply supported beam under a single concentrated load at midspan. Max deflection occurs at $x = L/2$.
Bending Stress ($\sigma$)Linear bending stress profile across wood beam cross-sectionN.A.Comp (-)Tens (+)
Shear Stress ($\tau$)Parabolic shear stress distribution across wood beam cross-sectionMax $\tau$
Bending Stress ($f_b$)
7.50 MPa
Allowable: 10.0 MPa
Shear Stress ($f_v$)
0.19 MPa
Allowable: 1.10 MPa

Bituminous Materials - Theory & Concepts

Properties of asphalt, emulsions, and cutbacks, and asphalt concrete mix design.

Asphalt Binder Viscosity

Adjust the temperature to observe how the asphalt binder viscosity changes. Viscosity dictates mixing and compaction properties.

Mixing Temperature135°C
Cool (60°C)Hot (180°C)
Optimal Range: For optimal aggregate coating, asphalt binder must reach a viscosity of approximately 1.7±0.2 Poise1.7 \pm 0.2\text{ Poise} (170±20 cSt170 \pm 20\text{ cSt}).
Binder Curve: Viscosity (Poise) vs Temp (°C)
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Flow Rate

Arrhenius viscosity calculation

η=A⋅eBTKelvin\eta = A \cdot e^{\frac{B}{T_{Kelvin}}}
η≈0.58 Poise\eta \approx 0.58 \text{ Poise}
Viscous Flow (Too Hot)

Bituminous Materials - Theory & Concepts - Asphalt Paving

Properties of asphalt, emulsions, and cutbacks, and asphalt concrete mix design.

Marshall Mix Design Simulator

Adjust the Asphalt Binder Content (%) to see its effect on Stability and Flow.

Current Properties at 5.0% AC

Stability (N):14,250
Flow (0.25 mm):12.5

*Optimal AC typically maximizes stability while keeping flow within specified limits (e.g., 8-14).

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Bituminous Materials - Theory & Concepts - Materials Marshall Stability

Properties of asphalt, emulsions, and cutbacks, and asphalt concrete mix design.

Marshall Asphalt Design

Simulate compacted asphalt specimen testing to evaluate optimum binder content for structural road paving.

Asphalt Binder Content (AC)5.0%
Dry Mix (4.0%)Rich Mix (7.0%)
Optimum Asphalt Content (OAC) typically targets exactly $4.0\%$ Air Voids while confirming other design criteria are met.
Stability (kN) vs AC (%)
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Air Voids (VTM %) vs AC (%)
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Stability
12.5 kN
Req. ≥ 8.0
Air Voids (VTM)
4.4%
Req. 3.0 - 5.0
Voids VMA
14.2%
Req. ≥ 14.0
Filled (VFA)
69%
Range 65 - 78
❌ Mix Design Rejected: Adjust binder content or compaction blows to meet specs.

Advanced Materials & Sustainability - Theory & Concepts

Geosynthetics, FRP, green building materials, and sustainable construction practices.

Specific Strength Comparison

Adjust density and tensile strength to design a custom material and compare its strength-to-weight ratio against structural alloys and CFRP.

Density ($\rho$)1.50 g/cm³
Carbon Fiber (1.6)Steel (7.8)
Tensile Strength ($f_t$)1500 MPa
Structural Steel (400)Kevlar / CFRP (3000)
Specific Strength:Represents a material's strength relative to its weight density. Crucial in aerospace and high-performance civil engineering retrofits.

Strength-to-Weight Comparison [MPa / (g/cm³)]

Structural Steel51
Structural Aluminum115
Titanium Alloy200
Carbon Fiber (CFRP)1000
Your Custom Material1000

Specific Strength Calculation

Specific Strength=ftρ\text{Specific Strength} = \frac{f_t}{\rho}
SS=15001.50\text{SS} = \frac{1500}{1.50}
SS=1000 MPa/(g/cm3)\text{SS} = 1000 \text{ MPa/(g/cm}^3)

Advanced Materials & Sustainability - Theory & Concepts - F R P Simulation

Geosynthetics, FRP, green building materials, and sustainable construction practices.

FRP vs. Steel Comparison

Fiber-Reinforced Polymers (FRP) offer immense tensile strength at a fraction of the weight of steel. However, notice their varying stiffness (elasticity) and remember they lack the critical ductile yielding behavior of steel.

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Strength-to-WeightCFRP is ~6x stronger than steel but weighs ~80% less.
Failure ModeFRPs are brittle (snap suddenly). Steel is ductile (yields safely).

Advanced Materials & Sustainability - Theory & Concepts - Materials F R P Strengthening

Geosynthetics, FRP, green building materials, and sustainable construction practices.

FRP Retrofit Simulator

Adjust concrete compressive strength, internal steel bars, and external Carbon FRP wrap thickness to analyze strengthened beam flexural capacity.

Concrete Strength ($f'_c$)28 MPa
Steel Reinforcement ($A_s$)600 mm²
CFRP Thickness ($t_f$)0.50 mm
No FRP (0.0)Thick Wrap (1.5)
FRP Advantage: High strength-to-weight ratio. Non-corrosive external laminate wrapping increases live-load limits without adding dead-load.
Retrofit Configuration
Reinforced concrete beam retrofitted with purple CFRP external wrap sheet
CFRP Wrapped (0.50 mm)
Load-Deflection Curve: Capacity (kN) vs Deflection (mm)
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Control Capacity (Pu,ctrlP_{u,\text{ctrl}})
38.9 kN
Strengthened (Pu,strP_{u,\text{str}})
70 kN

Testing Standards (ASTM/AASHTO/DPWH) - Theory & Concepts

Overview of construction material testing standards, laboratory safety, and DPWH specifications.

Concrete Cylinder Test

Adjust maximum load ($P$) and cylinder diameter ($d$) to simulate standard compressive strength testing per ASTM C39.

Applied Force ($P$)500 kN
Light Load (100)Heavy Load (1500)
Cylinder Diameter ($d$)150 mm
Coring Core (100)Standard size (200)
Standard Sizes: ASTM C39 specifies standard concrete cylinder dimensions of 150×300 mm150 \times 300\text{ mm} (6×12 in6 \times 12\text{ in}) or 100×200 mm100 \times 200\text{ mm} (4×8 in4 \times 8\text{ in}).

ASTM C39 Press

Hydraulic compression testing machine compressing a concrete cylinder
⚠️ Micro-cracking started

Compressive Stress

fc′=PA=Pπd2/4f'_c = \frac{P}{A} = \frac{P}{\pi d^2 / 4}
fc′=500000 Nπ(150)24 mm2f'_c = \frac{500000 \text{ N}}{\frac{\pi (150)^2}{4} \text{ mm}^2}
fc′=28.3 MPaf'_c = 28.3 \text{ MPa}
Stress within normal concrete compression range.

Testing Standards (ASTM/AASHTO/DPWH) - Theory & Concepts - Materials Proctor Compaction

Overview of construction material testing standards, laboratory safety, and DPWH specifications.

Proctor Soil Compaction

Simulate compacting a soil specimen in a standard mold. Plot moisture-density relations to find the Optimum Moisture Content (OMC).

Target Moisture Content ($w$)8.0%
Dry SideWet Side
Compaction Equation:
γd=γbulk1+w/100\gamma_{d} = \frac{\gamma_{bulk}}{1 + w / 100}
Zero Air Voids (ZAV) Curve:
γzav=Gs⋅γw1+w⋅Gs100\gamma_{zav} = \frac{G_s \cdot \gamma_w}{1 + \frac{w \cdot G_s}{100}}

Proctor Testing Device

Visual model showing the compaction hammer dropping inside standard soil mold

Dry Density vs. Moisture Curve

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Compaction Curve ZAV Curve ($S=100\%$)
Compaction Test Log (0 points)
No trials recorded. Change moisture and click Compact.
Analytical Compaction Report
Compact soil at 3+ different moisture levels to extract optimum parameters.
Target: Clayey Sand (SC) (True OMC: 12%, Max γd\gamma_d: 1.95 g/cm3\text{g/cm}^3).

Glass, Plastics, and Non-ferrous Metals - Theory & Concepts - Glass And Plastics

Properties, applications, and behavior of glass, polymers, and non-ferrous metals in civil engineering.

Glass Thermal Expansion

Adjust pane length ($L_0$), temperature variation ($\Delta T$), and coefficient of thermal expansion ($\alpha$) to analyze framing clearances.

Glass Panel Length ($L_0$)3000 mm
Small Window (1000)Storefront Pane (5000)
Temperature Change ($\Delta T$)40°C
Mild (10°C)Extreme Solar (80°C)
Exp. Coeff. ($\alpha$) [$\times 10^-6$/°C]9.0
Quartz (3.0)Acrylic Plastic (70.0 - scaled)
Framing Clearance: Glass has a lower thermal expansion coefficient than aluminum framing, meaning adequate perimeter sealant gaps must absorb relative movement.

Frame Clearance Gap

Glass window pane expanding inside its frame outline
Gap Safe (Clearance > ΔL)

Linear Expansion

ΔL=α⋅L0⋅ΔT\Delta L = \alpha \cdot L_0 \cdot \Delta T
ΔL=(9×10−6)⋅3000⋅40\Delta L = (9 \times 10^{-6}) \cdot 3000 \cdot 40
ΔL=1.08 mm\Delta L = 1.08 \text{ mm}
Expansion ($1.08 mm) is safely absorbed by the standard frame gasket.

Glass, Plastics, and Non-ferrous Metals - Theory & Concepts - Materials Glass Deflection

Properties, applications, and behavior of glass, polymers, and non-ferrous metals in civil engineering.

Glass Wind Load & Deflection

Calculate the structural deflection and bending stresses of rectangular glass panels subjected to uniform design wind pressures.

Nominal Thickness ($t$)6.0 mm
3.0 mm (Thin)19.0 mm (Heavy Structural)
Width ($W$)1.50 m
Height ($H$)2.00 m
Design Wind Pressure ($p$)1.20 kPa
0.2 kPa (Moderate Breeze)4.0 kPa (Typhoon force)

Bending Stress Equation:

σmax=β⋅q⋅a2t2\sigma_{max} = \frac{\beta \cdot q \cdot a^2}{t^2}

Center Deflection Equation:

δmax=α⋅q⋅a4E⋅t3\delta_{max} = \frac{\alpha \cdot q \cdot a^4}{E \cdot t^3}

Elevation ViewFront elevation view of rectangular glass pane under uniform lateral pressure1.50m2.00m
Deflection Cross-Section (Top)Top cross section detailing maximum bowing deflection profile under lateral load Wind PressureDeflection Magnified $\approx 1.5\times$
Aspect Ratio ($b/a$)
1.33
Dimension ratio
Center Deflection
34.99 mm
Limit (L/175): 8.6 mm
Max Bending Stress
36.8 MPa
Allowable: 20 MPa
💥 Critical Failure: Uniform loading exceeds glass capacity. Glass Shattered!SHATTERED

Glass, Plastics, and Non-ferrous Metals - Theory & Concepts - Glass Polymer

Properties, applications, and behavior of glass, polymers, and non-ferrous metals in civil engineering.

Polymer Thermal Behavior

0°CT_g (80°C)T_m (150°C)250°C

Material Description

The polymer chains are frozen in place. The material is hard and brittle like glass.

Physical State

Glassy (Hard/Brittle)
Estimated Modulus
3000 MPa
State Type
Glassy