Structural Design of Pile Caps Using Strut and Tie Model (EC 2) - Structville

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  Eurocode 2  Reinforced Concrete Design  Trusses  Structural Design of Pile Caps Using Strut and Tie Model (EC 2)

Structural Design of Pile Caps Using Strut and Tie Model (EC 2)

STRUCTURAL ANALYSIS

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by Ubani Obinna Ranks on Apri Aprill 03, 2018 in Eurocode 2, 2, Reinforced Concrete Design, Design, Trusses

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Pile caps are concrete mats that rests on piles with adequate rigidity to transfer the column loads to the piles. Piles are provided as alternatives to shallow foundations when a firm and stable soil to carry column load is too deep below the surface, or when high lateral load is anticipated. More often than not, pile caps are usually so rigid that they make the entire group of piles to behave like one unit. EN 1992-1-1:2004 permits us to use strut and tie models to analyse structures where non-linear strain distribution exists

Welcome to the unique page of Structvill can easily download research papers, arti drawings, textbooks, and even upload yo

(e.g. pile caps, deep beams and corbels).

STRUCTVILLE DESIGN MANUAL In strut and tie models, trusses are used with the following components: components: • Struts (concrete) • Ties (reinforcement) • Nodes (intersections of struts and ties) Eurocode 2 gives guidance for each of these.

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Design Example

A 500mm x 500mm column is carrying an ultimate limit state load of 2140 kN. We are to design the pile cap using the following data;

Grade of concrete fck = 30 N/mm2

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Fyk = 500 N/mm2 Concrete cover = 75mm Spacing of pile = 1800mm Diameter of piles = 600mm

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The strut and tie model is as given below;

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Angle of inclination of strut γ = tan -1 (1100/900) = 50.710° cos γ = 0.633 sin γ = 0.7739


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Force in strut F s = 1070/sinγ = 1382.6075 kN

Force in tie Ft = 1382.6075 cos γ = 875.15 KN

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Area of tension steel required A s = Ft/0.87Fyk = (875.15 × 1000) / (0.87 × 500) = 2011.8 mm2 Provide 7H20 @ 150 c/c (Asprov = 2189 mm2 )

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Asmin = 0.13bh/100 = 0.0013 × 900 × 1200 = 1404 mm2

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Since pile spacing is less than three times pile diameter, the bars may be spread uniformly across the cap. Analysis and Design of Cu Circular Beams in a Reserv

Check for Shear

Consider the critical section for shear to be located at 20% of the pile diameter inside the pile cap. Analysis of Column Loads i By Considering Beam Sup Reactions

Distance of this section from the column face; av = 0.5(Spacing between piles - width of column) - 0.3(pile diameter) av = 0.5(1800 - 500) - 0.3(600) = 470 mm

Preparation of Bar Bendin For Floor Slabs

Length of corresponding perimeter for punching shear u = 2(900 + 1440) = 4680mm PRACTICAL ANALYSIS A OF STEEL ROOF TRUSSE EUROCODE 3: A SAMPLE

Perimeter of pile cap = 2(900 + 2700) = 7200mm

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Since the perimeter of the pile cap is less than 2u, normal shear extending across the full width of the pile cap is more critical than punching shear. The contribution of the column load to the shear force may be reduced by applying a factor β = av/2d, where 0.5d ≤ av ≤ 2d

Design of Pile Foundation Load Test (Eurocode 7)

But a little consideration will show that a v(470 mm) < 0.5d(550 mm), therefore, take av as 0.5d (550) How to Prepare the Gener Arrangement (GA) of a Bui

Therefore β = 550 / 2(1100) = 0.25 v = βV/bd R EC E N T

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V = 1070 KN + (Self weight of pile cap/2) Structville Design Competi

Self weight of pile cap = 1.35(25 × 2.7 × 0.9 × 1.2) = 98.415 KN

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v = (0.25 × 1119.2 × 1000)/(2700 × 1100) = 0.0942 N/mm2 Geotechnical Design of Ca Retaining Walls to Eurocod

VRd,c = [CRd,c.k.(100ρ1 fck)(1/3) + k1.σcp] ≥ (Vmin + k1.σcp)

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CRd,c = 0.18/γc = 0.18/1.5 = 0.12

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k = 1 + √(200/d) = 1 + √(200/1100) = 1.426 > 2.0, therefore, k = 1.426

Analysis (IGA)

Vmin = 0.035k(3/2) fck0.5

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Vmin = 0.035 × (1.426)1.5 × 300.5 = 0.326 N/mm2 ρ1 = As/bd = 2185/(2700 × 1100) = 0.0007356 > 0.02; Therefore take 0.02

VRd,c = [0.12 × 1.426 (100 × 0.0007356 × 30)(1/3)] = 0.2227 N/mm2

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Shear is ok.


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V = 2140 KN Follow us on Instagram

 v = V/ud v = (2140 × 1000)/(2000 × 1100) = 0.972 N/mm2

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VRd,max = 0.2(1 - fck/250)fck

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VRd,max = 0.2 (1 - 30/250)30 = 5.28 N/mm2 This shows that the punching shear around column perimeter is ok. Like Page

This pile cap has been modelled on Staad Pro and the results obtained are given below.The set back in the model is the

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piles were modelled as columns that could sway under the load. What do you think?

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1 COMMENT:

NATHAN PATRICK APRIL 4, 2018 AT 3:08 AM

Thank you Sir. Am pleased with this calculation is quite brief. Can I Design the Pile Cap with Software, Showing all work procedures like this Manual Calculation you Did.

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Structural Design of Pile Caps Using Strut and Tie Model (EC 2) - Structville

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