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AL-SHAMAA · ENGINEERING SERVICES AND CONSULTANCY

Selected work

Two projects.
Nothing standard in either.

One reinforcement package where every column is raked, and one solar plant where the wind rather than the weight decides the steel. Both were modelled before anything was drawn, and both were issued as documents the site could build straight from.

Ohana Villas — a contemporary villa of white, inclined and cantilevered volumes above a reflecting pool.
Case study 01

Ohana Villas — Phase I2

Damour · Chouf, Lebanon

A private villa development where the structure is the architecture: raked reinforced-concrete columns carry the upper floor and the cantilevered roof, so almost nothing about the reinforcement repeats. We modelled the ground-floor-to-first-floor columns in full 3D, worked out the bar arrangement where each inclined shaft lands, and issued a coordinated set of elevations, plans and bar bending schedules.

Scope
Reinforcement shop drawings & BBS
Elements
Inclined columns, flat slabs, footings
Method
3D rebar model → model-driven drawings
Two 3D views of the reinforcement in inclined Column 1, showing starter bars, main bars and links passing through the slab.
Column 1 — 3D reinforcement elevations
3D reinforcement model of the twin inclined Columns 2 and 3 and the beam spanning between them.
Columns 2 & 3 — 3D reinforcement elevation
Reinforcement elevation of the inclined Columns 2 and 3 with bar marks, spacings and cut lengths annotated.
Reinforcement elevation
Reinforcement plans of Columns 2 and 3 at two floor levels, with bar marks and dimensions between grids A and B.
Column plans, two levels
Bar bending schedule listing position, quantity, diameter, cut length and bending shape for every bar mark.
Bar bending schedule
01

The challenge

Every column on this elevation is raked, and each one meets its slab at a different angle and a different level. Standard column details applied nowhere.

02

The approach

The whole ground-to-first-floor zone was built as a 3D rebar model first, so laps, covers and the congested column-to-slab junctions were settled where they could actually be seen.

03

The outcome

Elevations, plans, 3D views and the bar bending schedule all came off that one model.

The completed solar plant on a Bekaa hillside — rows of panels on concrete plinths inside a perimeter fence, with the valley and mountains behind.
Case study 02

Anjar–Kherbet Rouha Solar Plant

Bekaa, Lebanon

A ground-mounted PV plant on an exposed ridge, where the panels weigh almost nothing and the wind decides the structure. We set out the array, ran the support tables through a wind simulation, designed the bolted base connections and their anchors against the uplift that came out of it, and sized the spread footings that hold the whole thing down.

Scope
PV support structure analysis & design
Elements
Steel tables, base connections, spread footings
Method
3D wind simulation → connection & footing design
Site plan of the photovoltaic array: ten panel strings labelled S1 to S10 set out on a lettered and numbered grid across the plot.
Array layout — ten strings across the site
Wind pressure map in kilopascals across the 3D model of a panel support table, from a 45 metre-per-second wind simulation.
Wind pressure map — 45 m/s simulation
3D view of a support frame base: box sections and an angle brace landing on a plate anchored into a concrete pedestal, above the cross-section schedule.
Base connection — members and anchors
Equivalent stress plot on the base plate under the governing load combination, with each of the four anchors listed and its utilisation checked.
Base plate — stress and anchor checks
Spread footing design output: pad and pedestal geometry dimensioned, with the concrete strength and reinforcement grades listed below.
Spread footing — geometry and materials
The finished array from ground level: panels carried on galvanised steel tables over a gravel bed, with the Bekaa hills beyond.
The tables as built, on site
01

The challenge

The panels are light and the ridge is exposed, so wind governs rather than gravity — uplift on the tables, tension in the anchors, overturning on the pads.

02

The approach

The tables were simulated in 3D so the pressure they actually see drove the member sizes, instead of a blanket coefficient applied to the whole array.

03

The outcome

Members, base connections, anchors and footings all sized off one set of load cases, with the governing anchor left at 77 % of capacity.

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Email the team Review services
Company
AL-Shamaa Engineering Services and Consultancy
Industry
Construction & Design
Services
Shop Drawings · BIM · Design
Email
info@al-shamaa.com
WhatsApp
+961 76 793 494