How Oasys proved invaluable

Pile Lateral Load and Moment Capacity

The bearing piles were also designed to resist applied lateral loads due to out of balance earth pressures and wind load. In addition, the bearing piles were to be designed for moments applied due to eccentricity of the connection between the pile and columns due to positional tolerances.

An assessment had been made of the effect of lateral loading and moments applied to the piles using Alp. For each pile diameter, plots were produced for increments of applied lateral load and applied bending moment against induced bending moment and shear force. These were used to calculate the forces and therefore reinforcement required in each individual pile.

The bending moment profiles in the piles due to applied lateral loads and moments are illustrated by the Alp plots.

 Tensile Pile Capacity

The main bearing piles at The Pinnacle were to be subject to tensile forces as a result of ground heave caused by demolition of the existing buildings and excavation of the new basement.

The calculation of tension forces in the piles due to the heave movement were required to enable appropriate design of the tensile pile reinforcement.

The pile in heaving ground was subject to shear strain. The pile’s neutral axis lies along the horizontal where the cumulative shaft resistance curves meet. The point at which they meet is known as the neutral point or point of zero shear strain. At this point the Maximum Tension Force (MTF) will occur. However the neutral point (and so the MTF) was lower in a pile and is subject to a compressive force. When there is a swelling force the MTF could be increased if the swelling force is larger than the applied compression load. This is illustrated below.

A linear elastic method was used to model the behaviour of the reinforced pile and to calculate the tensile forces generated in the pile, the maximum tensile force and required tension reinforcement. This requires an understanding of the likely heave movements in the ground and the variation of these with depth, which are calculated using Vdisp V18.2 (currently Oasys Pdisp).

The same methodology was used for the both the short term and long term loading condition.

Pile Reinforcement Design

The pile reinforcement design is specified to be the worst case of:

• Reinforcement required to resist forces and moments induced by lateral loads and eccentric column connections;
• Reinforcement required to resist ground heave induced tension;
• Compression resistance;
• Minimum pile reinforcement in accordance with BS EN 1536:2000.

Consequently, pile reinforcement design was considered in both the lateral load and bending moment design and the tension design described.

Furthermore, the section capacity of each pile was checked using Force-Moment Interaction charts created using AdSec .

These charts calculate the capacity of each reinforced section for various combinations of moment and axial force. The following load combinations were used:

• Maximum Tension and Bending Moment
• Maximum Compression and Bending Moment
• Maximum Compression (No Heave forces) and Bending Moment

The shear reinforcement in the piles was provided in the form of helical link bars. The quantity of helical links in each pile was determined using a calculation sheet which checks shear in combination with bending moment and axial force.

The shear force is the sum of the out-of-balance earth force and the shear due to eccentric column loading. The shear due to eccentric column loading has been calculated using the Oasys Alp analysis described.

Embedded Retaining Wall Design

The design of the hard firm secant pile retaining wall was to be constructed for The Pinnacle redevelopment consists of two different pile diameters: 1200mm diameter piles spaced at 960mm diameter centres (male to female) and 840mm diameter piles spaced at 540mm centres (male to female). Only the male piles were planned to be reinforced.

For all sections except the vehicle lift, the wall was to be propped in the short and long term by the permanent ground floor and basement slabs. It is noted for section 3-3 the ground floor slab does not act as a permanent prop, in this case the B1 slab acts as permanent prop.

For the section at the vehicle lift, the wall was propped by the lowest basement floor slab. A continuous ‘waling wall’ propped the wall continuously from ground floor slab level to the base of the basement.

Five different design sections were considered:

• Section 1-1: section constructed using low headroom Martello rig;
• Section 2-2: general section through the wall with capping beam at +16.0mOD;
• Section 3-3: general section through the wall with capping beam at +13.4mOD;
• Section 4-4: general section through the wall with capping beam at +14.0mOD;
• Section 5-5: section at vehicle lift.

A typical construction sequence for one of these sections is shown below:

0. Initial condition
1. Install wall
2. Excavate to +11.4 mOD
3. Install temporary prop and excavate to +7.0 mOD
4. Install temporary prop and excavate to +3.0 mOD
5. Construct B1, B2 and B3 slabs & remove temporary props
6. Long term case

The secant pile wall was designed using both unfactored soil parameters for Serviceability (SLS) and factored soil parameters for the Ultimate Limit State (ULS) in accordance with BS 8002:1994 and CIRIA C580. Oasys Frew was used to analyse the wall and calculate the bending moments, shear forces and deflections of the wall, as well as the prop forces.

The design methodology for vertical load considers both total and effective stress design.

Shaft capacity was only assumed below the excavation level. For the effective stress design, the input horizontal effective stresses are those calculated from the Frew retaining wall analyses. Because the wall was carrying vertical loading, wall friction may not be generated on the back of the wall. Therefore, no benefit of wall friction (δ = 0) was taken on the active side in the Frew analyses.

Construction

The build was put on hold due to a lack of additional funding and letting commitments. In February 2015 the site was acquired by an AXA Real Estate consortium in a deal worth £300 million. The project was re-designed with the application to build being approved in November 2015. By December 2015 the concrete central core of the original design was completely removed and construction of the new building commenced in January 2016.