Ezil Engineering

16/04/2026

1 like. "4 Pre Design Checklists 20 Story Buildings in etabs – Part 2 P delta effect or second order analysis"

13/04/2026

What is the P-Delta Effect (Second-Order Moment)? When a horizontal force (like wind or an earthquake) pushes a building, it sways. The vertical gravity loads (the weight of the structure), now acting at a slight offset from the building's base, create an extra overturning moment. This additional moment is the second-order moment and its effect is called the P-delta (P-Δ) effect. Eurocode 8 (EN 1998-1) uses the interstory drift sensitivity coefficient, θ (theta), to decide whether P-delta effects need to be considered in seismic analysis. It is calculated per story as:

θ = (Ptot × dr) / (Vtot × h)

Where:

Ptot is the total gravity load at and above the story.

dr is the design interstory drift.

Vtot is the total seismic story shear.

h is the interstory height. The required actions based on θ are:

θ ≤ 0.1: P-delta effects can be neglected.

0.1 < θ ≤ 0.2: P-delta effects must be considered. A simplified approach is allowed, where all seismic action effects are multiplied by the amplification factor 1/(1-θ).

θ > 0.2: The structure is too flexible. A full non-linear second-order analysis is mandatory 👉 Follow me so you don't miss it:

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12/04/2026

Important video from my YouTube channel

Welcome to Part 1 of this essential series for structural engineers working on tall buildings. Before you design a single beam or column of a 20‑story apartm...

10/04/2026

All of you must check for drift during structural design after analysis, but before design of structural elements.what is drift & checklists?
Damage Limitation or drift It ensures that during a moderate, frequent earthquake, the building suffers only minor, repairable damage. Non-structural elements like walls, partitions, and facades remain largely undamaged. This keeps repair costs low and allows the building to remain functional after the event.
dᵣ · ν ≤ 0.010 · h

Where:

dᵣ = design inter‑storey drift (inelastic, in meters)

ν = reduction factor (for Importance Class II residential buildings, ν = 0.5)

h = storey height

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09/04/2026

📢 Tomorrow – New Video!

Title:
How to Calculate Drift & Damage Limitation in ETABS for 3B+G+15 Apartment – Eurocode Standard

What you'll learn:
📌 Step-by-step drift & damage limitation check in ETABS
📌 Use our Excel checklist template during the tutorial
📌 I’ll share the template free to subscribers
📌 As a senior structural engineer, I’ll interpret the results and give a clear final conclusion (pass/fail + recommendations)

Perfect for structural engineers working on tall buildings in seismic zones.

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See you tomorrow! 🏗️

05/04/2026

Structural Engineer’s Take: What’s a “Dummy Beam” on a Flat Slab Cantilever? 🏗️

If you’re designing a flat slab with a cantilever edge (balcony, roof overhang, etc.), you’ve probably come across the term “dummy beam.”
It’s not a primary structural beam, but it plays a key role. Let’s break it down.

🔍 What Is It?

A dummy beam is a non‑structural edge thickening cast integrally with the slab.
Think of it as a stiffened rib that:

· ✅ Acts as permanent formwork – no temporary edge shuttering needed
· ✅ Increases edge stiffness → less deflection & vibration
· ✅ Prevents curling due to shrinkage/temperature effects
· ✅ Distributes point loads (railings, glass partitions, balcony cladding)

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05/04/2026

🔥 HUGE ANNOUNCEMENT 🔥

We're posting the best Excel Design Template Sheets – all in one place! 💻📊

✅ Excel Design Templates:
‣ Post-Tension Slab Design
‣ Ribbed / Waffle Slab Design
‣ Mat / Raft Foundation
‣ Combined Footing
‣ Strap / Cantilever Footing
‣ Strip Footing
‣ Pile Foundation (Bored & Driven)

🎯 Master structural design & software workflows – from slab to foundation, from Excel to advanced tools.

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11/01/2026

Stop Blindly Using 0.5! What Eurocode Actually Says About Stiffness Modifiers

Most engineers ask me: "Eurocode says to use stiffness modifiers. Do I just apply 0.5 to everything for seismic analysis?"

The answer is that's the starting point, but not the full story. Here’s what you need to know.

📜 The Official Eurocode 8 Rule

For linear seismic analysis, Eurocode 8 (EN 1998-3) recommends using 50% of the uncracked stiffness for concrete elements, unless a more refined analysis is performed. This is where the common "0.5" rule originates.

However, applying this as a blanket value can be uneconomical. Here’s a smarter, element-by-element interpretation.

🎯 Element-Specific Recommendations Based on Eurocode Principle

Beams: The 0.5 modifier is generally appropriate for Ultimate Limit State (ULS) seismic analysis, as beams are flexure-dominated and crack significantly.
Columns: Be cautious. Using 0.5 can be overly conservative for axially loaded columns. Justify a higher value (e.g., 0.7 to 0.8) to prevent an overly flexible model.
Shear Walls: Similar to columns. A modifier of 0.5 is the code base, but for walls under high compression, a value of 0.7 to 0.8 can be justified for in-plane bending stiffness.
Slabs (for lateral analysis): A reduced stiffness is appropriate. The 0.5 modifier is commonly used for the effective width contributing to frame action.

⚠️ The Critical Rule Most Engineers Miss: It Depends on the Check!

You must use different stiffness for different design stages:

· For ULS (Strength) & Seismic Analysis: Use the reduced values discussed above.
· For SLS (Deflection/Vibration) Checks: You should typically use full, uncracked stiffness (1.0). Using reduced modifiers here can dangerously underestimate real deformations.

💡 Why Rational Use Saves Money

Blindly using 0.5 for columns and walls makes your model too flexible. This can lead to:
➡️ Underestimated forces in critical vertical elements.
➡️ Overestimated lateral displacement.
➡️ Over-designed foundations and under-designed columns—neither safe nor cost-effective.

Your Move: Start with the code, apply engineering judgment, document your rationale, and model smartly.

Abbreviations:

· ULS: Ultimate Limit State (Strength)
· SLS: Serviceability Limit State (Deflections/Comfort)

Let's discuss! How do you justify your stiffness values in projects? Share your approach below! 👇

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