Beirut Terraces by Herzog & de Meuron

Herzog & de Meuron Beirut Terraces

Swiss architects Herzog and de Meuron have designed this apartment tower with overhanging floor plates and terraces for Beirut, Lebanon.

Herzog & de Meuron Beirut Terraces

Created as part of a wider masterplan to regenerate this area of the city that includes a marina, the building will comprise five different modular floor slabs used in varying combinations to create a mixture of overhangs and terraces.

Herzog & de Meuron Beirut Terraces

The building will have vegetation on the terraces to provide privacy and in the main entrance space to act as continuation of the neighbouring green boulevard.

Herzog & de Meuron Beirut Terraces

The 116 metre-high structure will be supported by columns on a 14.7 metre regular grid, with each floor plate overhanging the glazing by at least 60 centimetres.

Beirut Terraces Herzog & de Meuron

129 single, duplex and townhouse apartments will be available, arranged in different clusters throughout the tower.

Herzog & de Meuron Beirut Terraces

The project is due for completion in 2013.

Herzog & de Meuron Beirut Terraces

NOTE:
Courtesy: http://www.dezeen.com/2010/07/27/beirut-terraces-by-herzog-de-meuron/

The Hydrological Cycle

The Hydrological Cycle
(also known as the water cycle) is the journey water takes as it circulates from the land to the sky and back again.

The sun’s heat provides energy to evaporate water from the earth’s surface (oceans, lakes, etc.). Plants also lose water to the air – this is called transpiration. The water vapour eventually condenses, forming tiny droplets in clouds.

When the clouds meet cool air over land, precipitation (rain, sleet, or snow) is triggered, and water returns to the land (or sea). Some of the precipitation soaks into the ground.  Some of the underground water is trapped between rock or clay layers – this is called groundwater. But most of the water flows downhill as runoff (above ground or underground), eventually returning to the seas as slightly salty water.

This Information page provides an understanding of the hydrological cycle.  It describes the principal stages of the cycle, with a brief description of each stage.  A diagram gives a clear visual explanation.  The links between the hydrological cycle and the duties of a water utility to supply clean water and dispose of dirty water are also explained.

Evaporation

What is the Hydrological Cycle?

The total amount of water on the earth and in its atmosphere does not change but the earth’s water is always in movement. Oceans, rivers, clouds and rain, all of which contain water, are in a frequent state of change and the motion of rain and flowing rivers transfers water in a never-ending cycle. This circulation and conservation of earth’s water as it circulates from the land to the sky and back again is called the ‘hydrological cycle’ or ‘water cycle’.

How does the Hydrological Cycle work?

The stages of the cycle are:

  • Evaporation
  • Transport
  • Condensation
  • Precipitation
  • Groundwater
  • Run-off

Evaporation

Water is transferred from the surface to the atmosphere through evaporation, the process by which water changes from a liquid to a gas. The sun’s heat provides energy to evaporate water from the earth’s surface. Land, lakes, rivers and oceans send up a steady stream of water vapour and plants also lose water to the air (transpiration).

Approximately 80% of all evaporation is from the oceans, with the remaining 20% coming from inland water and vegetation.

Transport

The movement of water through the atmosphere, specifically from over the oceans to over land, is called transport. Some of the earth’s moisture transport is visible as clouds, which themselves consist of ice crystals and/or tiny water droplets.

Clouds are propelled from one place to another by either the jet stream, surface-based circulations like land and sea breezes or other mechanisms. However, a typical cloud 1 km thick contains only enough water for a millimetre of rainfall, whereas the amount of moisture in the atmosphere is usually 10-50 times greater than this.

Most water is transported in the form of water vapour, which is actually the third most abundant gas in the atmosphere. Water vapour may be invisible to us, but not to satellites which are capable of collecting data about moisture patterns in the atmosphere.

Condensation

The transported water vapour eventually condenses, forming tiny droplets in clouds.

Precipitation

The primary mechanism for transporting water from the atmosphere to the surface of the earth is precipitation.

When the clouds meet cool air over land, precipitation, in the form of rain, sleet or snow, is triggered and water returns to the land (or sea). A proportion of atmospheric precipitation evaporates.

Groundwater

Some of the precipitation soaks into the ground and this is the main source of the formation of the waters found on land – rivers, lakes, groundwater and glaciers.

Some of the underground water is trapped between rock or clay layers – this is called groundwater. Water that infiltrates the soil flows downward until it encounters impermeable rock and then travels laterally. The locations where water moves laterally are called ‘aquifers’. Groundwater returns to the surface through these aquifers, which empty into lakes, rivers and the oceans.

Under special circumstances, groundwater can even flow upward in artesian wells. The flow of groundwater is much slower than run-off with speeds usually measured in centimetres per day, metres per year or even centimetres per year.

Run-off

Most of the water which returns to land flows downhill as run-off. Some of it penetrates and charges groundwater while the rest, as river flow, returns to the oceans where it evaporates. As the amount of groundwater increases or decreases, the water table rises or falls accordingly. When the entire area below the ground is saturated, flooding occurs because all subsequent precipitation is forced to remain on the surface.

Different surfaces hold different amounts of water and absorb water at different rates. As a surface becomes less permeable, an increasing amount of water remains on the surface, creating a greater potential for flooding. Flooding is very common during winter and early spring because frozen ground has no permeability, causing most rainwater and meltwater to become run-off.

NOTE:
Courtesy: http://www.euwfd.com/html/hydrological_cycle.html

Components of a Barrage

Definition

The only difference between a weir and a barrage is of gates, that is the flow in barrage is regulated by gates and that in weirs, by its crest height.

Barrages are costlier than weirs.

Weirs and barrages are constructed mostly in plain areas. The heading up of water is affected by gates put across the river. The crest level in the barrage (top of solid obstruction) is kept at low level.

During flood, gates are raised to clear of the high flood level. As a result there is less silting and provide better regulation and control than the weir.

Components of barrage

Main barrage portion:

  1. Main body of the barrage, normal RCC slab which supports the steel gate. In the X-Section it consists of :
  2. Upstream concrete floor, to lengthen the path of seepage and to project the middle portion where the pier, gates and bridge are located.
  3. A crest at the required height above the floor on which the gates rest in their closed position.
  4. Upstream glacis of suitable slope and shape. This joins the crest to the downstream floor level. The hydraulic jump forms on the glacis since it is more stable than on the horizontal floor, this reduces length of concrete work on downstream side.
  5. Downstream floor is built of concrete and is constructed so as to contain the hydraulic jump. Thus it takes care of turbulence which would otherwise cause erosion. It is also provided with friction blocks of suitable shape and at a distance determined through the hydraulic model experiment in order to increase friction and destroy the residual kinetic energy.

Divide Wall

  • A wall constructed at right angle to the axis of the weir separating the weir proper from the under sluices (to keep heavy turbulence at the nose of the wall, well away from upstream protection of the sluices)
  • It extends upstream beyond the beginning of canal HR. Downstream it extends up to the end of loose protection of under sluices launching apron)
  • This is to cover the hydraulic jump and the resulting turbulence.

The fish ladder:

  • For movement of fish (negotiate the artificial barrier in either direction)
  • Difference of level on the upstream and downstream sides on the weir is split up into water steps by means of baffle walls constructed across the inclined chute of fish ladder.
  • Velocity in chute must not be more than 3m/s
  • Grooved gate at upstream and downstream – for effective control.
  • Optimum velocity 6-8 ft/s

Sheet piles:

Made of mild steel, each portion being 1/2′ to 2′ in width and 1/2″ thick and of the required length, having groove to link with other sheet piles.

Upstream piles:

Situated at the upstream end of the upstream concrete floor driven into the soil beyond the maximum possible scour that may occur.

       Functions:

  1. Protect barrage structure from scour
  2. Reduce uplift pressure on barrage
  3. To hold the sand compacted and densified between two sheet piles in order to increase the bearing capacity when barrage floor is designed as raft.

Intermediate sheet piles:

  • Situated at the end of upstream and downstream glacis. Protection to the main structure of barrage (pier carrying the gates, road bridge and the service bridge) in the event of the upstream and downstream sheet piles collapsing due to advancing scour or undermining. They also help lengthen the seepage path and reduce uplift pressure.
  • Downstream sheet piles: Placed at the end of downstream concrete floor. Their main funtion is to check the exit gradient. Their depth should be greater than the possible scour.

Inverted filter:

  • Provided between the downstream sheet piles and the flexible protection. Typically 6″ sand, 9″ coarse sand and 9″ gravel. Filter may vary with size of particles forming the river bed. It is protected by placing over it concrete blocks of sufficient weight and size. Slits are left between the blocks to allow the water to escape.
  • Length should be 2 x downstream depth of sheet.

         Functions:

  • Check the escape of fine soil particles in the seepage water.

Flexible apron:

  • Placed downstream of the filter
  • Consists of boulder large enough not to be washed away by the highest likely velocity
  • The protection provided is enough as to cover the slope of scour of 1 1/2 x depth of scour as the upstream side of 2 x depth of scour on the downstream side at the slope of 3.

The under sluices: scouring sluices

Maintaining a deep channel in front of the Head regulator on the downstream side.

Functions:

  1. As the bed of under sluice is not lower level than rest of the weir, most of the day, whether flow unit will flow toward this pocket => easy diversion to channel through Head regulator
  2. Control sil entry into channel
  3. Scour the silt (silt excavated and removed)
  4. High velocity currents due to high differential head.
  5. Pass the low floods without dropping
  6. The shutter of the main weir, the raising of which entails good deal of labor and time.
  7. Capacity of under sluices:
  8. For sufficient scouring capacity, its discharging capacity should be at least double the canal discharge.
  9. Should be able to pass the dry weather flow and low flood, without dropping the weir shutter.
  10. Capable of discharging 10 to 15% of high flood discharge

River training works

To ensure smooth and axial flow of water, to prevent the river from out —— the works due to change in its course.

River Training Works

River Training Works

Guide banks:

Earthen embankments => stone pitching

Force the river into restricted channel, to ensure almost axial flow near the weir site. (embankments in continuation of G-Banks. To contain flood within flood plains)

Marginal Bunds:

Provided on the upstream in order to protect the area from submergence due to rise in HFL, caused by afflux.

Groans or spurs:

  • Embankment type structures constructed transverse to river flood, extending from the banks into the river (also transverse dykes)
  • Protect the bank from which they are extended by deflecting the current away from the bank.

India’s 11 Super Expressways

India, a developing country has world’s third largest road network but when we talk about expressways, we can hardly name a few like Mumbai-Pune Expressway and Delhi-Gurgaon Expressway. So we decided to tell you about some of the other expressways in India.

Here is the list of India’s top 11 Super Expressways

1) Ahmedabad Vadodara Expressway
Ahmedabad Vadodara Expressway is 95 km long and joins Ahmedabad and Baroda in Gujarat. It is also referred as National Expressway 1. This expressway was opened to public in 2004 and was constructed under the Golden Quadrilateral Project by NHAI.

2) Mumbai-Pune Expressway
Mumbai-Pune Expressway (official name is the Yashwantrao Chavan Expressway) is 93 km long and is considered as one of the best expressways in India. It is India’s first six lane high speed expressway and was made by Maharashtra State Road Development Corporation (MSRDC) at a staggering cost of Rs 1,630 crore (US$363.49 million). It was opened to public in April 2002

3) Jaipur-Kishangarh Expressway
Jaipur-Kishangarh Expressway is 90km long and it connects Jaipur with Kishangarh. It was constructed under the Golden Quadrilateral National Highways Development Project and its cost was USD 154 million. More than 20,000 vehicles pass from this highway everyday.

4) Allahabad Bypass
Allahabad Bypass covers a distance of 86 km and is one of the most remarkable achievements of the Golden Quadrilateral project. It connects India’s four main metropolians New Delhi, Kolkata, Mumbai and Chennai.

5) Ambala Chandigarh Expressway
Ambala Chandigarh Expressway covers a distance of 35 km and has reduced the traffic congestion to a much greater extent. It was opened in 2009 and was built at a cost of Rs 298 crore ($66.45 million)

6) Chennai Bypass
Chennai Bypass covers a distance of 32 km and connects four national highways (NH45, NH4, NH205 and NH5) around Chennai. The cost of this project was Rs 405 crore (Rs 4.05 billion).

7) Delhi-Gurgaon Expressway
Delhi-Gurgaon Expressway covers a distance of 28 km and has been a life saver for commuters. Before construction of this expressway huge traffic jams were seen on the roads. Though this problem has not been solved 100% but still this expressway has brought some relief to the commuters. Delhi-Gurgaon Expressway starts at Dhaula Kuan in Delhi and ends at Manesar which is on the outskirts of Gurgaon. The cost of this project was $223 million and it was opened for public use in January 2008.

8 ) Noida-Greater Noida Expressway
Noida-Greater Noida Expressway covers a distance of 24.53 km. This six-lane highway connects Noida to Greater Noida. The total cost to build this expressway is about 400 crores (Rs 4 billion).

9) Delhi Noida Direct Flyway
Delhi Noida Direct Flyway or popularly known as the DND flyway is an eight lane road having a total length of 9.2 km and connects Delhi to Noida. It was built by The Noida Toll Bridge Company Ltd.

10) Hyderabad elevated expressway
Two separate elevated expressways were to be constructed in Hyderabad to overcome the congestion problem. The first one is P.V. Narasimha Rao Elevated Expressway which covers a distance of 11.6 km and the other Rajiv Elevated Expressway which will cover the distance of 20 km. P.V. Narasimha Rao Elevated Expressway was completed in 2009 and it connects Hyderabad International Airport to Mehdipatnam. Rajiv Elevated Expressway was proposed as an extension and will cover Secunderabad-Shamirpet stretch via Karkhana, Trimulgherry and Bollarum. But this project is currently under suspension due to high project costs.

11) Hosur Road Elevated Expressway
Hosur Road Elevated Expressway covers a distance of 9.98 km and connects Bangalore to Hosur. This expressway has the distinction of becoming the tallest expressway in Bangalore at the height of 17 meters i.e. 56 ft. This project was started in 2006 by BETL and was inaugurated on 22 January 2010.

We have many more expressways in India which are under construction or are already approved but work has not started yet. But still India needs many more of those expressways, to reduce the traveling time and for better connectivity across other Indian cities and states.

Various useful links to Civil Engineering Journals and Magazines are:-

Phreatic Line and Horizontal Drain In Earth fill Dams

Earth dams are generally built of locally available materials in their natural state with a minimum of processing. Homogeneous earth dams are built whenever only one type of material is economically available.

The material must be sufficiently impervious to provide an adequate water barrier and slopes must be relatively flat to make it safe against piping and sloughing.

The general design procedure is to make a first estimate on the basis of experience with similar dams and then to modify the estimate as required after conducting a stability analysis except where there is a surplus of material.

The United States Department of the Interior Bureau of Reclamation (USBR) and other agencies suggested limits for the upstream and the downstream slopes for different types of materials and dams.

Phreatic Line and Horizontal Drain In Earth fill Dams

The upstream slopes of most of the earth dams in actual practice usually vary from 2.0 (horizontal):1 (vertical) to 4:1 and the downstream slopes are generally between 2:1 and 3:1 (USBR 2003). Free board depends on the height and action of waves. USBR (2003) recommends normal free-board about 1.5 to 3 m depending on the fetch. The width of the dam crest is determined by considering the nature of embankment materials, height and importance of structure, possible roadways requirements, and practicability of construction. A majority of dams have the crest widths varying between 5 and 12 m.

About 30% of dams had failed due to the seepage failure, viz piping and sloughing. Recent comprehensive reviews by Foster et al. (2000a,b) and Fell et al. (2003) show that internal erosion and piping are the main causes of failure and accidents affecting embankment dams; and the proportion of their failures by piping increased from 43% before 1950 to 54% after 1950. The sloughing of the downstream face of a homogeneous earth dam occurs under the steady-state seepage condition due to the softening and weakening of the soil mass when the top flow line or phreatic line intersects it. Regardless of flatness of the downstream slope and impermeability of soil, the phreatic line intersects the downstream face to a height of roughly one-third the depth of water . It is usual practice to use a modified homogeneous section in which an internal drainage system in the form of a horizontal blanket drain or a rock toe or a combination of the two is provided. The drainage system keeps the phreatic line well within the body of the dam. Horizontal filtered drainage blankets are widely used for dams of moderate height.USBR constructed the 50 m high Vega dam, which is one of the highest with a homogenous section and a horizontal downstream drain.

The minimum length of the horizontal blanket drain required to keep the phreatic line within the body of the dam by a specified depth and also equations for maximum downstream slope cover and minimum and maximum effective lengths of the downstream filtered drainage system.

The position of the phreatic line influences the stability of the earth dam because of potential piping due to excessive exit gradient and sloughing due to the softening and weakening of the soil mass as if it touches the downstream slope or intersects it. When the dam embankment is homogeneous or when the downstream zone is of questionable permeability, a horizontal drainage blanket is provided to keep the phreatic line well within the dam body, to allow adequate embankment and foundation drainage, and to eliminate piping from the foundation and the embankment.

As the dams are made of fine-grained soil, saturation may occur due to the capillary rise above the phreatic surface so it is necessary to account for capillary rise while calculating the minimum length of the downstream filtered drainage. Though the suction head in the soil matrix above the phreatic surface within the dam body due to capillary rise generally improves the stability of the downstream slope, once the capillary fringe intersects the downstream slope the pressure changes from negative (suction) to atmospheric and the downstream face may become a seepage face leading to its failure. Hence the phreatic line should not intersect the downstream slope and it should be a distance greater than capillary rise below the sloping face so that the chances of the sloughing or piping may be nullified.

Foundation Designs for Dams (Sand and Gravel)

For the design of earth fill dams, presented the flow of seepage through the foundation and abutments be controlled so that no internal erosion occurs and there is no sloughing in the area where the seepage emerges.

This criterion also requires that the amount of water lost through seepage be controlled so that it does not interfere with planned project functions. The basis used for designing foundations for small dams, which requires a generalization of the nature of the foundation in lieu of detailed explorations and the establishment of less theoretical design procedures than those used for major structures, also cautions against the use of these design procedures for unusual conditions where procedures based largely on judgment and experience are not appropriate.

Foundation Design for Dams

The purpose of this design is to show the application of methods of foundation treatment to specific instances. For purposes of discussion, pervious foundations are divided into the following cases:

  1. Exposed pervious foundations
  2. Covered pervious foundations-the pervious

Foundation is overlain by an impervious layer that may vary in thickness from a few feet to hundreds of feet. In both of these cases, the pervious foundation may be relatively homogeneous, or it may be strongly stratified with less pervious layers so that the horizontal permeability will be many times greater than the vertical permeability. Stratification will influence selection of the appropriate foundation treatment method.

The treatment of Type 2: covered pervious foundations, is influenced by the thickness of the impervious top layer. The following three conditions, based upon the thickness of the top impervious layer, are considered:

Impervious layer has a thickness of 3 feet or less: It should be assumed that the layer will be largely ineffective as a blanket in preventing seepage because thin surface strata usually lack the density required for impermeability and because they commonly have a large number of openings through them. There also exists the possibility that construction operations near the dam may penetrate the layer or that, while filling the reservoir, un equalized hydrostatic pressure on the surface of the blanket may puncture it. Therefore, a very thin impervious top layer such as this is considered to have little effect on the imperviousness of the foundation. Drainage trenches or pressure-relief wells near the downstream toe may be necessary to penetrate continuous layers and relieve uplift pressure.

2) Impervious layer has a thickness greater than 3 feet but less than the reservoir head: This type of foundation condition is usually treated by using drainage trenches or pressure- relief wells near the downstream toe to penetrate the impervious layer and relieve the uplift pressures. In the upstream reservoir areas near the dam, the natural blanketing of the impervious layer may reduce seepage. If this is relied upon, the adequacy of the natural blanket should be carefully evaluated.

(3) Impervious layer thickness is greater than the reservoir head: It can be assumed here that there will be no major problems involved so far as seepage or seepage forces are concerned.

1: Exposed Pervious Foundations (Shallow Depth). The foundation treatment for an exposed pervious foundation of shallow depth a cutoff trench excavated to the impervious stratum, called a positive cutoff, should always be used because it is the most “positive” means of avoiding excessive seepage losses and piping. If the stratum is rock, grouting may be required to control the seepage. A horizontal drainage blanket is not necessary if the shallow pervious foundation can act as a filter and provide adequate drainage capacity.

For example, if the downstream portion of the embankment is sand and gravel similar in gradation to the foundation, the horizontal drainage blanket) may not be necessary.

1: Exposed Pervious Foundations (Intermediate Depth).

A foundation is considered to be of intermediate depth when the distance to the impervious layer is too great for a cutoff trench, but can be economically reached by another type of positive cutoff. Whether or not a positive cutoff is economical depends heavily on three items:

  1. (1) The effect of under seepage on the stability of the embankment
  2. (2) The economic value of the water lost by under seepage
  3. (3) Whether or not treatment of the foundation

2: Covered Pervious Foundations

In the case of pervious foundation covered by an impervious layer, the type of treatment depends on the thickness and imperviousness of the layer covering the pervious zone and on the permeability of the underlying pervious layer. If the overlying layer is equal to or less than a few feet thick (say 3 ft), its effect is generally ignored because of thickness variations near the dam site and the possibility of a puncture during construction of the dam or a blowout after filling. In this case, the foundation should be designed as a Case 1: exposed pervious foundation, either shallow or deep.