The Benefits Of Machine Control and GPS

The Benefits Of Machine Control and GPS

 

What Is GPS and How Does It Work?

 

GPS is a product of the Cold War. Developed by the US military during the President Reagan years, this system consists of a series of 24 satellites in geosynchronous orbit. That is, these satellites remain in the same fixed location in the sky. Out of 360 degrees of longitude, each satellite covers a 15-degree sweep of the globe. They orbit the earth twice each day, broadcasting a timing signal. These signals can be intercepted by ground antennae mounted on ships, tanks, planes—or the buckets and blades of heavy earthmoving equipment.

Though, like all broadcast signals travelling at the speed of light, there is a small-but-measurable time lag between the signals from adjacent satellites. The difference, measured in milliseconds, allows for the triangulation between the ground antennae and the satellites emitting the signal. This triangulation measurement allows for the measurement of the precise location (measured in latitude, longitude, and elevation above sea level) on the surface of the earth where the receiving antennae is currently located. As is true so often in the history of technology, a technical advancement meant for use in war has been modified and adopted for peaceful civilian applications. A system intended to track the movements of men, weapons, ships, and war planes is now used to follow the movements of commercial shipments, find lost hikers, and guide construction equipment.

GPS guides equipment operations through their Automated Positioning Report System (APRS). Using triangulation between the several of the system’s broadcasting satellites allows for positional measurements with accuracies up to 30 centimeters (1 foot). The use of APRS increases this accuracy to 1 centimeter when used in conjunction with GPS. What APRS does is integrate GPS with the equipment’s controls. An APRS replaces the manually operated hydraulic drive cylinders traditionally used to control the movements of an excavator’s arm or dozer’s blade with electronically controlled servo-type valves. These servos send an electric current that creates magnetic field that rotate suspended armatures, that are further connected to fixed flapper arms. These flapper arms provide the linkage to the rotary spools that increase and decrease hydraulic pressure to the hydraulic systems. These are part of the closed-loop hydraulic system that controls the direction, flow rate, and applied pressure of the hydraulic fluid.

Going from individual pieces to equipment to an entire fleet of equipment or trucks is also easily managed by GPS applications. This allows a fleet owner to coordinate and choreograph the movements and activities of an entire fleet of earthmoving equipment and also track the locations of trucks delivering material to the site or hauling dirt away for disposal. Like pieces on a chessboard (or, more accurately, objects in a video game) these activities are tied to an onsite digital terrain model (DTM) of the project site.

This is a three-dimensional (3D) model created by an AutoCAD program, which utilizes a patchwork of connected triangles. The corners of each triangle is defined mathematically by three special coordinates (northing, easting, and elevation). While not a perfect match (no model ever is) to the actual terrain, this geometric surface comes the closes to matching actual surfaces. This is especially true for post construction or excavation surfaces, which tend to be regular and smooth.

Leica excavator machine control solution

The software interacts with the model and the equipment hardware via sensors attached to the business end of the machine (the edge of the dozer blade, the teeth of an excavator bucket, etc.). These sensors continuously record and update the movements of the equipment using the same 3D location system as the DTM. The sensors relay their current location back through the system to the operating controls, which in turn direct the movement of the equipment in accordance with the programmed DTM for the proposed construction surface or excavation grades.

Coordinating all of the mobile GPS sensors on each piece of equipment is a stationary GPS sensor combined with an antenna with a receiver called the base station that is set up adjacent to the operating area. The base station is permanently located over a pre-surveyed reference point, such as a third order benchmark that has been established by ground survey. If necessary, some relative location (manhole rims, street curbs, and building corners, etc.) whose elevation is not exactly known but can be treated as a local datum for the project area can also be utilized for ground antennae setup.

Grader GPS Control

The hardware for these control signals consists of a control box connected to the servo valves via electrical cable, which, in turn, connects to the hydraulic control system that physically moves the equipment. It is the incoming satellite data from the GPS system that tells the equipment where it is. The DTM design files are stored in a compact-flash memory card, memory stick, or accessed externally from data broadcast by the site’s controlled area network (CAN). The database, CAN, and GPS operate in real time to place a blade or bucket exactly where it needs to go and move it so that it accomplishes its task with the need for rework or wasted effort. All three elements, mobile sensors, base sensors, and equipment operator are in continuous communication with each other. The blades and buckets simultaneously move back and forth, up, and down in combination to achieve the desired movement.

 

Where and When Is GPS Best Used?

 

The advantages of using GPS guidance systems are legion. Using advanced systems, an operator can increase productivity by greater than 50% compared to purely manual operations. The increase in productivity comes indirectly by the avoidance of having to perform rework at the site. Guided by GPS, an equipment operator can get his cuts and placements right the first time. Furthermore, material wastage is minimized. GPS doesn’t necessarily increase the number of productive hours per day so much as it makes every hour a machine is active much more productive.

This has all sorts of secondary benefits and cost savings. Getting the most out his earthmoving equipment allows a contractor to get the most out of his workforce as well. This reduces labor costs, another costs savings, while reducing the impact of local labor shortages—always an issue in a booming economy with a considerable amount of construction activity. Furthermore, grades and elevations can be checked in real time as the work is being performed. The operator can check his elevation from within his cab as he is working. There is no more need to stop work at regular intervals and have a manual survey performed of the work zone to check its accuracy. In the past, the accuracy-checking task has traditionally relied on a crewmember inside the trenches to manually check depths and slopes. Now with these systems, the need for that task is greatly reduced—thereby cutting job site costs and improving crew safety. This traditional cause of equipment downtime is mostly avoided with the use of GPS.

Giving operators the tools to perform accuracy checks also gives greater responsibility, initiative, and job satisfaction. The additional training that the operators receive has the effect of empowering them, increasing senses of purpose and self-worth. This alone has a marked, if indirect, impact on productivity. By eliminating rework and improving employee morale, any money spent training operators on GPS is a wise investment that pays for itself very quickly. Human factors also show improvement in the area of site safety. The precision guidance and ability to choreograph equipment movement across a busy site improves safety by maintaining safe work zones, avoiding known utility locations, preserving the foundations of existing structures, and maintaining a safe flow of traffic.

GPS systems are often augmented by laser guidance for precise finish work. Lasers can compensate for some of GPS limitations. GPS works best with an open sky and no significant overhead blockage. (For example, GPS is not used for tunneling operations.) Laser guidance stations and targets mounted on equipment blades can work in any outdoor situation, with or without overhead blockage from trees and tall buildings. GPS, however has a much greater effective operating range, limited only by the availability of open sky. Lasers systems are usually limited to about 1,500 feet. GPS can allow for the construction of complicated surface models as well as flat, sloping surfaces. Lasers, being line of site instruments, are usually limited to operations on long, flat, or sloping surfaces. (Though they, too, can build surfaces as directed by a 3D design model represented by a surface AutoCAD file.)

Grade Control System

Productivity can be measured in many ways: time savings, labor costs, material costs, fuel costs, quality bonuses, and finish bonuses. It begins as early as the job layout.

With Machine Control and GPS, you don’t have to wait for someone to stakeout the project or weather that permits someone to stakeout. This allows you to get started sooner. Any design change will also benefit as productivity increase due to not having to wait for restaking.

As the operator starts moving material you will see great value in being able to move the correct amount of material, to the correct location, the first time. This, along with only using the exact amount of material, will translate into a productivity savings.

You can also use GPS by having job layouts of the site so the machines or supervisors’ tablets can have the precise storage locations of materials, job trailers, or site boundaries. This can help having the right things in the correct location or, better yet, not in the way, therefore reducing excessive handling of material.

Drilling Wells Methods – Advantages and Disadvantages

Drilling Wells Methods – Advantages and Disadvantages

 

There are several different types of drilling methods. Choosing a method depends on many factors including soil type, underground water level and common practice in every country. Cities using groundwater usually depend upon deep wells. These wells have the advantage of tapping deep and extensive aquifers. All deep wells are drilled wells. The successful digging of drilled wells requires special training, experience, tools and equipment.

The main methods of drilling wells are :

1- Rotary Drilling

The principle of rotary drilling is based upon a rotating drill stem made of lengths of drill pipe about 15 feet long. A bit is attached to a heavy stabilizer or drill collar at the end of the column of drill pipe. The extra weight and larger outside diameter of the stabilizer just above the bit helps to maintain a straight drill hole. The drill stem is hollow and has a drilling fluid of either mud or air circulating down the drill stem out through the nozzles in the bit and up along the outside of the drill stem. The rotating action of the bit breaks up the material and the drilling fluid carries the cuttings to the surface where they settle out in a mud tank.

Advantages:

  • Speed of Drilling: 5 to 7 times faster than cable tool, capable of several hundred feet per day (dependent on geologic material).
  • Options of Well Design: Screen can be telescoped or attached, separate screens can be installed, filter packing to enhance formation production, down holle casing hammer method.
  • Grouting: Oversized borehole requires grouting of annular space surrounding casing, most adaptable to various grout placement methods, practical for grout placement thru casing.

Disadvantages:

  • Cost of Equipment: 5 times as costly as a cable tool or jetting rig, bit cost and tooling more
  • Maintenance & Support: Much more extensive and costly than cable tool, higher fuel consumption, water truck needed.

2- Cable Tool Drilling

Cable tool drilling, also known as percussion drilling or spudding, is a widely used well drilling method.

Although it is a slower drilling method, the cable tool is less costly and simpler to operate than a rotary drill rig and is suitable for most geologic conditions.

The cable tool operates by raising and dropping a heavy drill string in the drillhole. The drill string, with bit on the bottom and rope socket (or swivel socket) on top, is suspended in the hole with a cable. The cable is threaded over the crown sheave located at the top of the mast, down to the walking beam, and onto the cable drum where it is stored.

The up-and-down drilling action imparted to the drill stem and cable by the walking beam. The walking beam is pivoted at one end, has a cable sheave at the other end and is connected to the crank gear with a pitman. Rotation of the crank gear causes the walking beam to move up and down. Additional cables called sand lines or casing lines are used to raise and lower casing, bailers, plungers, or other tools.

Advantages:

  • Inexpensive Equipment: 1/5 cost of rotary rig, less grouting equipment needed, large water truck unnecessary, lower fuel consumption, lower operating cost.
  • Limited Tooling Required: Bits can be resurfaced, less expensive tooling, used items readily available.
  • Less Material Removed During Drilling: Generally, no oversized borehole, material removed from casing inside diameter, lighter soils can be bailed from casing.
  • Repair Work: Cable tool rigs ideal for casing reaming, screen replacement, and

Disadvantages:

  • Slow Drilling Speed: Bedrock drilling – 1/7 as fast as rotary drilling, Glacial drift drilling – 1/5 as fast as rotary drilling
  • Depth Limitations with Single Casing String: Driving generally difficult in caving formations, ability to drive casing is limited by tool weight and ground
  • Outer Casing Needed for Gravel Packing or Full Length Grouting: 3 to 4 inch larger casing needed to maintain annulus and must be extracated during grouting.
  • Steel Casing Material Only: PVC casing can not be used unlesss installed in an oversized borehole without driving.

3- Auger Drilling

 

The auger method utilizes spiral augers, usually in 5 foot lengths. The auger stem is turned by a hydraulically-controlled rotary drive head. After drilling the length of an auger, the auger joint is broken and another 5 foot section is added.

Cuttings spiral their way up to the surface where they appear around the borehole, making formation identification relatively simple. If enough clay is present in the formation, the drillhole will remain open when augers are removed.

Dry sands and other caving formations may be a problem for the auger driller and will occasionally result in the loss of long flights of augers. When the auger encounters saturated sand (the water bearing formation to be screened), drilling generally can be continued for a short distance but the hole will not remain open in the saturated formation when the augers are removed.

The auger flight is then broken down and removed from the drillhole after drilling the depth of the well or when changing to another type of drilling operation.

Advantages:

  • Speed of Drilling: Fast for shallow holes without cobbles or gravel and with low water table, auger/cable tool or jetting combination rigs are common
  • Limited Equipment: Less expensive than rotary, minimal amount of equipment

Disadvantages:

  • Limited Depth: Poor results in caving formations, gravel, or high water table, less than 100 feet.

 

4- Hand Driving

Driven wells are common in many areas, especially around lakes where groundwater may be close to the surface.

Simple installation methods and the low cost of materials make them attractive to homeowners or cottage owners who wish to install their own water supplies.

However, since the well point and casing are driven into the ground, soil conditions are a major factor in suitability of the site. The site must be generally sandy and free of boulders or bedrock to be suitable for a driven well. Hard clay, silt, and very fine sand are generally difficult to drive through.

The installation of a driven well often begins by augering a hole with a hand auger or posthole digger as far as possible. A drive point, consisting of a reinforced well screen with a steel point on the end, is coupled to a 5 foot length of galvanized casing. The most common casing size for driven wells is 1-1/4 inch inside diameter.

A drive cap is placed an the top of the casing and a heavy weight is used to strike the top of the drive cap, driving the point into the ground, When the drive cap is driven close to the ground and driving cannot be continued, another length of casing is added and driving is resumed.

Special drive couplings are used to join sections of casing, Hand driving is usually accomplished by using a weighted driver consisting of a 3 or 4 foot piece of 3 inch diameter pipe capped on the top end. Extra weight is placed in the top portion of the driver. The driver fits over the casing and is guided by it. Another type of driver has a steel rod on the bottom that slides into the casing through a hole in the drive cap.

Raising and dropping the driver is done with the use of handles welded on the sides of the driver. The weighted driver may also be suspended from a tripod and tackle arrangement. The use of a sledge hammer for driving is not recommended since it may result in bent or broken casing from glancing blows.

5- Jetting

 

Jetting is a drilling method suited for the sandy areas. Jetting remains a popular method for drilling small diameter wells due to its simplicity and inexpensive cost of equipment. Many of the portable, do-it-yourself drilling machines advertised in magazines utilize the jetting method.

Jetting and hollow-rod equipment are quite similar except that drilling water is pumped with the jetting method and the direction of water flow is opposite.

The jetting method involves using a high velocity stream of water to break up the formation material and wash the cuttings away. A chisel-shaped bit with holes to serve as nozzles is attached to the end of a string of hollow drill pipe. Water pressure is provided to the nozzles by using a high-pressure pump.

Water exits from the nozzles and loosens the material being drilled while keeping the bit clean. The bit is raised and lowered and rotated slightly to maintain a round hole. The cuttings are washed to the surface on the outside of the drill pipe and flow into a settling pit or tank.

Cutting samples are easily obtained at this point. A 55 gallon drum is often used for this purpose. After cuttings are allowed to settle, the water is recirculated through the pump, swivel, drill pipe and down to the bit. Jetting can also be done without recirculation of the drilling water; however, a continuous supply of water must be available at the site.

6- Hollow-Rod

 

Drilling Hollow-rod is referred to as the hydraulic-percussion drilling method.

The hollow-rod is an old drilling method that can be time consuming in some situations, but remains popular due to its simplicity and relatively low cost of equipment.

Most hollow-rod wells are 2 inch diameter, but 4 inch casings are installed occasionally. This method is well suited for sand and soft clay formations with relatively few boulders. It can also be used for drilling rock wells, but progress is slowed considerably. Wells several hundred feet in depth have been completed by the hollow-rod method.

The drill string used in hollow-rod drilling is similar to that used in jetting, except that the chisel bit has a ball check valve in it. Water or a clay-water mixture is kept in the annular space between the drill rods and well casing to help prevent the uncased portion of the hole from collapsing.

The water is supplied to the annulus by gravity intake from a small mud tank. A 55 gallon drum is often used as a settling tank. Drilling is done by lifting and dropping the drill stem and bit. The drill pipe used has triple wall thickness to add weight to the drill string.

The drill string is also rotated slightly by hand during each stroke to maintain a round drill hole. As the bit drops, the ball check opens and mud and cuttings enter the hollow drill rods. On the upstroke, the check valve closes and keeps the cuttings in the drill rods.

 

Advantages:

  • Inexpensive Equipment: 1/5 cost of rotary rig, less grouting equipment needed, large water truck unnecessary, lower fuel consumption, lower operating cost.
  • Limited Tooling Required: Bits can be resurfaced, less expensive tooling, used items readily available, many tools
  • Less Material Removed During Drilling: Generally no oversized borehole, material removed from casing inside diameter.
  • Repair Work: Jetting rigs ideal screen replacement and development.

 

Disadvantages:

  • Slow Drilling Speed: Bedrock drilling – uncommon, requires heavy drill bar, 1/7 as fast as rotary drilling, Glacial drift drilling – 1/5 as fast as rotary drilling, limited use in gravel formations.
  • Depth Limitations with Single Casing String: Driving generally difficult in caving formations, ability to drive casing is limited by tool weight and ground
  • Outer Casing Needed for Gravel Packing or Full Length Grouting: 3 to 4 inch larger casing needed to maintain annulus and must be extracated during grouting.
  • Steel Casing Material Only: PVC casing can not be used unlesss installed in an oversized borehole without driving.

 

Types and Applications of Fly Ash in Construction

Types and Applications of Fly Ash in Construction

 

Since wide scale coal firing for power generation began in the1920s, many millions of tons of ash and related by-products have been generated. The current annual production of coal ash world-wide is estimated around 600 million tones, with fly ash constituting about 500 million tones at 75–80% of the total ash produced.

Thus, the amount of coal waste (fly ash), released by factories and thermal power plants has been increasing throughout the world, and the disposal of the large amount of fly ash has become a serious environmental problem. The present day utilization of ash on worldwide basis varied widely from a minimum of 3% to a maximum of 57%, yet the world average only amounts to 16% of the total ash.

Fly ash is generally grey in color, abrasive, mostly alkaline, and refractory in nature. Pozzolans, which are siliceous or siliceous and aluminous materials that together with water and calcium hydroxide form cementitious products at ambient temperatures,are also admixtures.

Fly ash from pulverized coal combustion is categorized as such a pozzolan. Fly ash also contains different essential elements, including both macro nutrients P, K, Ca, Mg and micro nutrients Zn, Fe, Cu, Mn, B, and Mo for plant growth. The geotechnical properties of fly ash (e.g., specific gravity, permeability,internal angular friction, and consolidation characteristics) make it suitable for use in construction of roads and embankments, structural fill etc.

The pozzolanic properties of the ash, including its lime binding capacity makes it useful for the manufacture of cement, building materials concrete and concrete-admixed products.

Fly Ash Types :

There are two common types of fly ash: Class F and Class C.

Class F fly ash contain particles covered in a kind of melted glass. This greatly reduces the risk of expansion due to sulfate attack, which may occur in fertilized soils or near coastal areas. Class F is generally low-calcium and has a carbon content less than 5 percent but sometimes as high as 10 percent.

Class C fly ash is also resistant to expansion from chemical attack. It has a higher percentage of calcium oxide than Class F and is more commonly used for structural concrete. Class C fly ash is typically composed of high-calcium fly ashes with a carbon content of less than 2 percent.

Currently, more than 50 percent of the concrete placed in the U.S. contains fly ash.2 Dosage rates vary depending on the type of fly ash and its reactivity level. Typically, Class F fly ash is used at dosages of 15 to 25 percent by mass of cementitious material, while Class C fly ash is used at dosages of 15 to 40 percent.3

Fly Ash Applications :

Utilization of fly ash appears to be technically feasible in the cement industry. There are essentially three applications for fly ash in cement

(1) replacement of cement in Portland cement concrete

(2) pozzolanic material in the production of pozzolanic cements

(3) set retardant ingredient with cement as a replacement of gypsum

Cement is the most cost and energy intensive component of concrete. The unit cost of concrete is reduced by partial replacement of cement with fly ash.

The utilization of fly ash is partly based on economic grounds as pozzolana for partial replacement of cement, and partly because of its beneficial effects, such as, lower water demand for similar workability, reduced bleeding, and lower evolution of heat.

It has been used particularly in mass concrete applications and large volume placement to control expansion due to heat of hydration and also helps in reducing cracking at early ages.

The major drawback of fibre reinforced concrete is its low workability. To overcome this shortcoming, a material is needed, which can improve the workability without comprising strength.

The use of fly ash in concrete enhances the workability of concrete and being widely recommended as partial replacement of cement. This also reduces the cost of construction. Fly ash concrete provides much strong and stable protective cover to the steel against natural weathering action.

 

Stone Column Method For Ground Improvement

Stone column method for ground improvement

 

Stone column method for ground improvement is a vibro-replacement technique, where the weak soil is displaced using a cylindrical vibrating probe (i.e. vibroflot), thus creating a column that is then filled and compacted with good-quality stone aggregates.

With the inclusion of stone aggregates to the in situ soil, its stiffness and load-carrying capacity increases. It also helps to reduce the static as well as differential settlement of the soils.

Bulging action of the stone columns imparts lateral confinement to the surrounding soils and it also acts as a drainage path accelerating the consolidation of cohesive soils.

These stone columns are generally used for soils that are much more compressible but not weak enough to necessitate a pile foundation. Moreover, for the construction of low-to-medium rise buildings on soft soils, pile foundation sometimes becomes expensive. In such cases, stone columns are preferred.

Stone columns are very useful for the improvement of cohesive soils, marine/alluvialclays, and liquefiable soils. Stone columns have been used successfully for a widerange of applications from the construction of high-rise buildings to oil tank foundation, and for embankment and slope stabilization.

 

Stone column installation methods

 

For the installation of stone columns a vibrating poker device is used that can penetrate to the required treatment depth under the action of its own weight, vibrations, and actuated air, assisted by the pull-down winch facility of the rig.

This process displaces the soil particles and the voids created are compensated with backfilling of stone aggregates. The vibroflot penetrates the filled stone aggregates to compact it and thus forces it radially into the surrounding soils.

This process is repeated till the full depth of the stone column is completed. The lift height is generally taken as 0.61.2 m for the filling and compaction of the stone aggregates.

Depending upon the feeding of stone aggregates into the columns there are basically two methods for the installation of stone columns:

1- Top-feed method 

In the top-feed method, the stone aggregates are fed into the top of the hole. The probe is inserted into the ground and is penetrated to the target depth under its own weight and compressed air jetting. However, jetting of water is also done especially when the soil is unstable. This also helps to increase the diameter of the stone columns and to washout the fine materials fromthe holes.

The top-feed method is suitable when water is readily available and there is enough working space to allow for water drainage. Moreover, the soil types should be such that it would not create messy surface conditions due to mud in water.

The top-feed method is preferable when a deeper groundwater level is encountered.

 

 

 

Stone Columns installation Top-feed Method

2- Bottom-feed method

The bottom-feed method involves the feeding of stone aggregates via a tremie pipe along the vibroflot and with the aid of pressurized air. The bottom-feed method is preferable when the soil is highly collapsible and unstable. However, the stability of holes will also depend upon the depth, boundary conditions, and the groundwater conditions. In areas, where the availability of water and space and the handling of mudin process water are limiting factors, the bottom-feed method can be implemented.

Due to limited space in the feeding system, a smaller size of aggregates is used inthe bottom-feed method compared with that used in the top-feed method. On the otherhand, the flow of stones to the column is mechanically controlled and automatically recorded in the bottom-feed method.

 

 

Stone Columns installation Bottom Feed Method

 

Read More about Stone Columns: What are Stone Columns?

The Main Materials Of Ties Used in Railways

The Main Materials Of Ties Used in Railways

 

The purpose of the tie is to cushion and transmit the load of the train to the ballast section as well as to maintain gage.

Wood and even steel ties provide resiliency and absorption of some impact through the tie itself.  Concrete ties require pads between the rail base and tie to provide a cushioning effect.

Ties are typically made of one of four materials:

  • Timber
  • Concrete
  • Steel
  • Alternative materials

 

1. Timber Ties

 

It is recommended that all timber ties be pressure-treated with preservatives to protect from insect and fungal attack.  Hardwood ties are the predominate favorites for track and switch ties.

Bridge ties are often sawn from the softwood species.  Hardwood ties are designated as either track or switch ties.

Factors of first importance in the design and use of ties include durability and resistance to crushing and abrasion. These depend, in turn, upon the type of wood, adequate seasoning, treatment with chemical preservatives, and protection against mechanical damage. Hardwood ties provide longer life and are less susceptible to mechanical damage.

Hardwood Track Ties

 

2. Concrete Ties

 

Concrete ties  are rapidly gaining acceptance for heavy haul mainline use, (both track and turnouts), as well as for curvature greater than 2°. They can be supplied as crossties (i.e. track ties) or as switch ties. They are made of pre-stressed concrete containing reinforcing steel wires. The concrete crosstie weighs about 600 lbs. vs. the 200 lb. timber track tie.

The concrete tie utilizes a specialized pad between the base of the rail and the plate to cushion and absorb the load, as well as to better fasten the rail to the tie. Failure to use this pad will cause the impact load to be transmitted directly to
the ballast section, which may cause rail and track surface defects to develop quickly.

An insulator is installed between the edge of the rail base and the shoulder of the plate to isolate the tie (electrically). An insulator clip is also placed between the contact point of the elastic fastener used to secure the rail to the tie and the contact point on the base of the rail.

 

Concrete Track Ties

 

3. Steel Ties

Steel ties are often relegated to specialized plant locations or areas not favorable to the use of either timber or concrete, such as tunnels with limited headway clearance. They have also been utilized in heavy curvature prone to gage widening. However, they have not gained wide acceptance due to problems associated with shunting of signal current flow to ground.

Some lighter models have also experienced problems with fatigue cracking.

 

Steel Track Ties

 

4. Alternative Material Ties

Significant research has been done on a number of alternative materials used for ties. These include ties with constituent components including ground up rubber tires, glued reconstituted ties and plastic milk cartons.

Appropriate polymers are added to these materials to produce a tie meeting the required criteria. To date, there have been only test demonstrations of these materials or installations in light tonnage transit properties. It remains to be seen whether any of these materials will provide a viable alternative to the present forms of ties that have gained popularity in use.

Potential Causes of Concrete Failures

Potential Causes of Concrete Failures

 

The list of potential causes of concrete failures is a long one. A few examples include chemical reactions, shrinkage, weathering, and erosion. Many other potential causes exist, and we will explore them individually. Understanding the causes of concrete structure dam-age is an important element in the business of rehab and repair work.

 

1. UNINTENTIONAL LOADS

 

Unintentional loads are not common, which is why they are accidental. When an earth-quake occurs and affects concrete structures, that action is considered to be an accidental loading. This type of damage is generally short in duration and few and far between in occurrences.

Visual inspection will likely find spalling or cracking when accidental loadings occur. How is this type of damage stopped? Generally speaking, the damage cannot be prevented, because the causes are unexpected and difficult to anticipate. For example, an engineer is not expecting a ship to hit a piling for a bridge, but it happens. The only defense is to build with as much caution and anticipation as possible.

 

2. CHEMICAL REACTIONS

 

Concrete damage can occur when chemical reactions are present. It is surprising how little it takes for a chemical attack on concrete to do serious structural damage.

Examples of chemical reactions and how they affect concrete:

a- Acidic Reactions

Most people know that acid can have serious reactions with a number of materials, and concrete is no exception. When acid attacks concrete, it concentrates on its products of hydration. For example, calcium silicate hydrate can be adversely affected by exposure to acid.

Sulfuric acid works to weaken concrete and if it is able to reach the steel reinforcing members, the steel can be compromised. All of this contributes to a failing concrete structure.

Visual inspections may reveal a loss of cement paste and aggregate from the matrix. Cracking, spalling, and discoloration can be expected when acid deteriorates steel reinforcements, and laboratory analysis may be needed to identify the type of chemical causing the damage.

b- Aggressive Water

Aggressive water is water with a low concentration of dissolved minerals. Soft water is considered aggressive water and it will leach calcium from cement paste or aggregates. This is not common in the United States. When this type of attack occurs, however, it is a slow process. The danger is greater in flowing waters, because a fresh supply of aggressive water continually comes into contact with the concrete.

If you conduct a visual inspection and find rough concrete where the paste has been leached away, it could be an aggressive-water defect. Water can be tested to determine if water quality is such that it may be responsible for damage. When testing indicates that water may create problems prior to construction, a non-Portland-cement-based coating can be applied to the exposed concrete structures.

c- Alkali-Carbonate Rock Reaction

 

Alkali-carbonate rock reaction can result in damage to concrete, but it can also be beneficial. Our focus is on the destructive side of this action, which occurs when impure dolomitic aggregates exist. When this type of damage occurs, there is usually map or pattern cracking and the concrete can appear to be swelling.

Alkali-carbonate rock reaction differs from alkali-silica reaction because there is a lack of silica gel exudations at cracks. Petrographic examination can be used to confirm the presence of alkali-carbonate rock reaction. To prevent this type of problem, contractors should avoid using aggregates that are, or are suspected to be, reactive.

 

d- Alkali-Silica Reaction

 

An alkali-silica reaction can occur when aggregates containing silica that is soluble in highly alkaline solutions may react to form a solid, non expansive, calcium-alkali-silica complex or an alkali-silica complex that can absorb considerable amounts of water and expand. This can be disruptive to concrete.

Alkali-silica reaction in concrete

Concrete that shows map or pattern cracking and a general appearance of swelling could be a result of an alkali-silica reaction. This can be avoided by using concrete that contains less than 0.60% alkali.

 

e- Various Chemical Attacks

 

Concrete is fairly resistant to chemical attack. For a substantial chemical attack to have degrading effects of a measurable nature, a high concentration of chemical is required. Solid dry chemicals are rarely a risk to concrete. Chemicals that are circulated in contact with concrete do the most damage.

When concrete is subjected to aggressive solutions under positive differential pressure, the concrete is particularly vulnerable. The pressure can force aggressive solutions into the matrix. Any concentration of salt can create problems for concrete structures. Temperature plays a role in concrete destruction with some chemical attacks. Dense concrete that has a low water–cement ratio provides the greatest resistance.

The application of an approved coating is another potential option for avoiding various chemical attacks.

 

f- Sulfate Situations

 

A sulfate attack on concrete can occur from naturally occurring sulfates of sodium, potassium, calcium, or magnesium. These elements can be found in soil or in ground water. Sulfate ions in solution will attack concrete. Free calcium hydroxide reacts with sulfate to form calcium sulfate, also known as gypsum. When gypsum combines with hydrated calcium aluminate it forms calcium sulfoaluminate.

Either reaction can result in an increase in volume. Additionally, a purely physical phenomenon occurs where a growth of crystals of sulfate salts disrupts the concrete. Map and pattern cracking are signs of a sulfate attack. General disintegration of concrete is also a signal of the occurrence.Sulfate attacks can be prevented with the use of a dense, high-quality concrete that has a low water–cement ratio. A Type V or Type II cement is a good choice.

If pozzolan is used, a laboratory evaluation should be done to establish the expected improvement in performance.

g- Poor Workmanship

Poor workmanship accounts for a number of concrete issues. It is simple enough to follow proper procedures, but there are always times when good practices are not employed. The solution to poor workmanship is to prevent it. This is much easier said than done. All sorts of problems can occur when quality workmanship is not assured and some of the key causes for these problems are as noted below:

  • Adding too much water to concrete mixtures
  • Poor alignment of formwork
  • Improper consolidation
  • Improper curing
  • Improper location and installation of reinforcing steel members
  • Movement of formwork
  • Premature removal of shores or reshores
  • Settling of concrete
  • Settling of subgrade
  • Vibration of freshly placed concrete
  • Adding water to the surface of fresh concrete
  • Miscalculating the timing for finishing concrete
  • Adding a layer of concrete to an existing surface
  • Use of a tamper
  • Jointing

3. CORROSION

 

Corrosion of steel reinforcing members is a common cause of damage to concrete. Rust staining will often be present during a visual inspection if corrosion is at work. Cracks in concrete can tell a story. If they are running in straight lines, as parallel lines at uniform intervals that correspond with the spacing of steel reinforcement materials, corrosion is prob-ably at the root of the problem. In time, spalling will occur. Eventually, the reinforcing mate-rial will become exposed to a visual inspection.

Techniques for stopping, or controlling, corrosion include the use of concrete with low permeability. In addition, good workmanship is needed. Some tips to follow include:

  • Use as low a concrete slump as
  • Cure the concrete
  • Provide adequate concrete cover over reinforcing
  • Provide suitable
  • Limit chlorides in the concrete
  • Pay special attention to any protrusions, such as bolts and

4.FREEZING AND THAWING

 

Freezing and thawing during the curing of concrete is a serious concern. Each time the concrete freezes, it expands. Hydraulic structures are especially vulnerable to this type of damage. Fluctuating water levels and under-spraying conditions increase the risk. Using deicing chemicals can accelerate damage to concrete with resultant pitting and scaling. Core samples will probably be needed to assess damage.

Prevention is the best cure. Provide adequate drainage, where possible, and work with low water–cement ratio concrete. Use adequate entrained air to provide suitable air-void systems in the concrete. Select aggregates best suited for the application, and make sure that concrete cures properly.

 

5. SETTLEMENT AND MOVEMENT

 

Settlement and movement can be the result of differential movement or subsidence. Concrete is rigid and cannot stand much differential movement. When it occurs, stress cracks and spall are likely to occur. Subsidence causes entire structures or single elements of entire structures to move. If subsidence is occurring, the concern is not cracking or spalling; the big risk is stability against overturning or sliding.

A failure via subsidence is generally related to a faulty foundation. Long-term consolidations, new loading conditions, and related faults are contributors to subsidence. Geotechnical investigations are often needed when subsidence is evident.

Cracking, spalling, misaligned members, and water leakage are all evidence of structure movement. Specialists are normally needed for these types of investigations.

6. SHRINKAGE

 

Shrinkage is caused when concrete has a deficient moisture content. It can occur while the concrete is setting or after it is set. When this condition happens during setting, it is called plastic shrinkage; drying shrinkage happens after concrete has set.

Plastic shrinkage is associated with bleeding, which is the appearance of moisture on the surface of concrete. This is usually caused by the settling of heavier components in a mixture. Bleed water typically evaporates slowly from the surface of concrete.

Concrete Shrinkage

When evaporation occurs faster than water is supplied to the surface by bleeding, high-tensile stresses can develop. This stress can lead to cracks on the concrete surface.Cracks caused by plastic shrinkage usually occur within a few hours of concrete placement.

These cracks are normally isolated and tend to be wide and shallow. Pattern cracks are not generally caused by plastic shrinkage.

Weather conditions contribute to plastic shrinkage. If the conditions are expected to be conducive to plastic shrinkage, protect the pour site with windbreaks, tarps, and similar arrangements to prevent excessive evaporation. In the event that early cracks are discovered, revibration and refinishing can solve the immediate problem. Drying shrinkage is a long-term change in volume of concrete caused by the loss of moisture.

A combination of this shrinkage and restraints will cause tensile stresses and lead to cracking. The cracks will be fine and the absence of any indication of movement will exist. The cracks are typically shallow and only a few inches apart. Look for a blocky pattern to the cracks.

They can be confused with thermally induced deep cracking, which occurs when dimensional change is restrained in newly placed concrete by rigid foundations or by old lifts of concrete.

To reduce drying shrinkage, try the following precautions:

  • Use less water in
  • Use larger aggregate to minimize paste
  • Use a low temperature to cure concrete
  • Dampen the subgrade and the concrete
  • Dampen aggregate if it is dry and
  • Provide adequate
  • Provide adequate contraction joints

 

7. FLUCTUATIONS IN TEMPERATURE

 

Fluctuations in temperature can affect shrinkage. The heat of hydration of cement in large placements can present problems. Climatic conditions involving heat also affect concrete; for example, fire damage, while rare, can also contribute to problems associated with excessive heat.

Tunnel Boring Machine Types

Tunnel Boring Machine Types

 

There are several types of TBMs. The best TBM for a project is based on the geological conditions of the site and the project’s features.The general classification of the different types of TBMs for both hardrock and soft ground are presented here.

 

 

 

Fig 1. TBM’s Classification

 

1. Gripper Tunnel Boring Machine

 

A gripper TBM is a rock tunnel boring machine which generally utilizes roller disc cutters as excavation tools and which moves forward by reacting (i.e., exerting shove forces) against the tunnel walls through a hydraulic gripper reaction system.

It is is suitable for driving in hard rock conditionswhen there is no need for a final lining. The rock supports (rock anchors, wire-mesh, shotcrete, and/or steel arches) can be installed directly behindthe cutter head shield and enable controlled relief of stress and deformations.

The existence of mobile partial shields enables gripper TBMs to be flexible even in high-pressure rock. This is useful when excavating in expanding rock to prevent the machine from jamming.

 

 

 

 

Fig 2. Typical diagram of an open gripper main beam TBM.Courtesy of TheRobbins Company

 

2. Double-Shield Tunnel Boring Machine

 

A double-shield TBM is generally considered to be the fastest machine for hard rock tunnels under favorable geological conditions with installation of the segment lining. It is possible to drive 100 m in 1 day. This type of TBM consists of a rotating cutter head and double shields (Fig. 3), a telescopic shield (an inner shield that slides within the large router shield), and a gripper shield together with a shield tail.

While boring, gripper shoes radially press against the surrounding rock to hold the machine in place and take some of the load from the thrust cylinders. For the motion of the front shield the gripper shoes are loosened, before the front shield is pushed forward by thrust cylinders protected by the extension of the telescopic shield.

Because regripping is a fast process, double-shield TBMs can almost continuously drill. As for the shield tail, it is used to provide protection for workers while erecting,installing the segment lining, and pea grouting.

 

 

Fig 3. Typical diagram of a double-shield TBM.Courtesy of The Robbins Company

 

3. Single-Shield Tunnel Boring Machine

 

Single-shield TBMs (Fig. 4) are used in soils that do not bear ground-water and where rock conditions are less favorable than for double shields, such as in weak fault zones. The shield is usually short so that a small radius of curvature can be achieved.

 

 

Fig 4. Typical diagram of single-shield TBM.Courtesy of The Robbins Company

 

4. Earth Pressure Balance Machines

 

Earth pressure balance (EPB) technology (Fig. 5) is suitable for digging tunnels in unstable ground such as clay, silt, sand, or gravel. An earth paste face formed by the excavated soil and other additives supports the tunnel face. Injections containing additives improve the soil consistency, reduce soil stick, and thus its workability.To ensure support pressure transmission to the soil, the earth paste is pressurized through the thrust force transfer into the bulkhead.

The TBM advance rate (in flow of excavated soil) and the soil outflow from the screw conveyor regulate the support pressure at the tunnel face. This is monitored at the bulkhead by the readings of pressure sensors.

 

 

Fig 5. Scheme of an EPB machine

 

5. Slurry Tunnel Boring Machine

 

Slurry TBMs are used for highly unstable and sandy soil and when the tunnel passes beneath structures that are sensitive to ground disturbances. Pressurized slurry (mostly bentonite) supports the tunnel face. The support pressure is regulated by the suspension inflow and outflow. The slurry’s rheology must be chosen in accordance with the soil parameters and should be carefully and regu-larly monitored.

 

6. Mixshield Technology

 

Mixshield technology (Fig. 6) is a variant of conventional slurry technology for heterogeneous geologies and high water pressure. In mixshield technology an automatically controlled air cushion controls the support pressure, with a submerged wall that divides the excavation chamber.This wall seals off the machine against the excess pressure from the tunnel’s face. As air is compressible in nature, the mixshield is more sensitive in pressure control and thus will provide more accurate control of ground settlement.

 

Fig 6. Overview of a mixshield TBM.Courtesy of Herrenknecht AG

 

7. Pipe Jacking

 

Pipe jacking (also called microtunneling) is a micro- to small-scale tunneling method for installing underground pipelines with minimum surface disruption. It is used for sewage and drainage construction, sewer replace-ment and lining, gas and water mains, oil pipelines, electricity and telecommunications cables, and culverts .

A fully automated mechanized tunneling shield is usually jacked forward from a launch shaft toward a reception shaft. Jacking pipes are then progressively inserted into the working shaft. Another significant difference between the pipe jacking method and shield method is that the lining of the pipe jacking is made of tubes and the lining of the shield method is made up of segments. In order to significantly reduce the resistance of the pipes, a thixotro-pic slurry is injected into the outside perimeter of the pipes. The thixo-tropic slurries can also reduce disturbance to the ground while pipe jacking slurry thickness. The thickness should be six to seven times thevoid between the machine and pipes.

 

 

Fig 7. Typical Components of a Pipe Jacking Operation

 

8. Partial-Face Excavation Machine

 

Partial-face excavation machines (Fig. 8) have an open-face shield andcan sometimes be more economical in homogeneous and semistable ground with little or no groundwater. In boulders layer, the open-face can deal with boulders much easier than closed shield machines. In cavity ground, the open-face can avoid the risk of falling down into the bottom of the cavity. Thanks to their simple design and that the operator workplace is close to the open tunnel face, these machines can easily be adapted to changing geological conditions. Good excavation monitoring can also be carried out.

 

Fig 8. Two kinds of partial-face excavation machines.Courtesy ofHerrenknecht AG

Soil Nail – Helping Combat Climate Change with Extraordinary Geotechnical Techniques

Soil Nail – Helping Combat Climate Change with Extraordinary Geotechnical Techniques

 

Pollution caused global warming which threatens our climate, our Earth. There have been significant changes in the behavior of Earth’s top layer and climate.

The risks of climate change require swift and deep reductions in emissions of heat-trapping gases and investments to prepare for now unavoidable impacts.  Geo engineering is just one measure to combat the daunting challenge of keeping the rise in global temperatures in check.

Geo engineering or Climate engineering is the intentional large-scale intervention in the Earth’s climate system to counter climate change. It includes techniques like removing CO2 from the atmosphere, and steps to rapidly cool the Earth by reflecting solar energy back to space.

Geotechnical Engineering is a part of geoengineering that involves the application of soil and rock mechanics as well as engineering geology to solve engineering problems. These are design of foundations, slopes, excavations, dams, tunnels and other Civil, Mining and Environmental engineering projects relating to the mechanical response of the ground, and the water within it. It deals with many types of infrastructure – tunnels, bridges, dams, buildings, roads, railways, ports and landfills – that are built on the ground.

Soil nailing and its advantages

Soil nailing implies using grouted, tension-resisting steel elements (nails) to reinforce in situ soils and creating a gravity retaining wall for permanent or temporary excavation support.

Common uses

  • Stabilize slopes and landslides
  • Support excavations
  • Repair existing retaining walls

Advantages

  • Equipment is small enough to use in areas with restricted access
  • Often a more cost effective and faster solution for excavation support
  • Can be installed from crane-suspended working platforms for existing steep slopes, such as bluffs or existing retaining walls
  • Allows excavation to start at the same time as the shoring system is being installed

 

What are the main types Of Grout Used In Construction

What are the main types Of Grout Used In Construction

 

What Is Grout?

 

Grout is a thick paste that is used to fill gaps, voids, or joints. It is mainly a composite material used for grouting, repairing concrete cracks, filling gaps and sealing the joints between tiles, waterproofing, soil stabilization, etc.

In this article, I will discuss different types of grout materials used in construction, tile installation, and other works. Differing from mortar, grout has a low viscosity and lack of lime, which makes it thinner and easier to work with.

 

Types Of Grout:

1. Cementitious Grout:

Cementitious grouts are the traditional grouting material, used both in residential as well as some commercial applications. It is also known as slurry grouting or hydraulic cement grouting. Materials used in cementitious grout are :

  • Portland cement,
  • Filler particles of different sizes,
  • Water-retentive additive,
  • Colored pigments.

Cementitious grouts are available in a variety of colors that let you match or contrast with the tile. Water is mixed with the grout and then applied using a trowel. The water retentive ingredient in cementitious grouts slows down the drying time, allowing the cement to cure slowly achieving maximum hardness.

Cementitious grouts are further classified into three types:

  • Sanded grout
  • Unsanded /Non-sanded grout
  • Latex modified grout.

 

a. Sanded Grout:

Sanded grout is composed of portland cement, sand, and other additives. The sand used is relatively larger in size. It is typically recommended for tile floors where joints are 1/8 inch to 3/8 inch wide. Sand provides extra strength to the grout joints, as it is one of the best building materials.

Sanded grout is absorbent and easily attracts dirt, therefore it is always better to seal the joint when grouting is done. As sand easily makes scratches, this type of grout should not be used on easily scratched tile like marble.

Sanded tile grout is less costly than unsanded grout because sand is a cheaper filler than polymers. It also provides a tight lock and a neat & clean finish.

Sanded grouts are ideal for use in Kitchen floor Bathroom floor Entryways Shower pan etc.

 

b. Unsanded Grout:

 

Unsanded grout is made of portland cement and color powder pigments. No sand is used here hence also known as non-sanded grout.

This type of grout is suitable for joint thickness between 1/8 to 1/16 inches. Unlike sanded grout, it is useful in scratchable surfaces such as metal, glass, marble, and natural stone tile.

Unsanded grout provides a much smoother texture since the mineral particles present in it are very fine powders without having grit.  However, these grouts easily develop cracks due to lack of binding power.

Unsanded grout is costly than sanded and you may have limited color options. Unsanded grouts are suitable for use in Rectified tiles, Polished stones. Bathroom walls, Shower walls etc.

 

c. Latex Modified Grout:

 

Sanded grouts may be composed of a latex polymer additive which increases the strength and water-proofing properties of grout. The additives can be mixed in both dry and wet conditions.

 

2. Chemical Grouts:

 

Chemical grouts consist of polymers such as epoxy, acrylic, polyurethane, sodium silicate, or any other suitable polymer. It requires injection of chemical grouts into finer cracks that are not groutable by cementitious grouts. Some useful types of chemical grouts are discussed below.

 

a. Epoxy Grout:

 

Epoxy grout is consists of epoxy resin, silica fillers, pigments, and a hardener. It neither uses Portland cement nor uses water during the mixing process.

Epoxy grout is very strong and durable.  Additionally, it is highly resistant to stains, cracks, chemicals attack, harsh weather conditions, and climatic changes.

Epoxy grouts are considerably less porous than cementitious grouts and set up quickly. It is also much costlier than any other type of grout. With light maintenance, epoxy grout can last lifelong if applied correctly.

The strength and other properties make it perfect for any tile work, indoors or outdoors. It is suitable for use in High traffic areas like entryways, hallways, and foyers.

Any type of flooring exposed to harsh conditions like grease and acid. Kitchen counters and backsplash, bathrooms, etc. Keep in mind, porous and unglazed surfaces, such as limestone or quarry tiles need to be sealed before applying epoxy grout, otherwise, it can stain the tile surfaces badly.

Another major disadvantage that it is much more difficult to shape and slope. If not done correctly, it will look plastic.

 

b. Furan Grout:

 

Furan grout is similar to epoxy but composed of polymers of fortified alcohols. There is no water used in this type of grout installation. Furan is basically a combination of furan resin and a filler powder with an acid catalyst.

The acid catalyst helps the resin to cure making it a thermosetting resin that has unsurpassed chemical, physical, and thermal resistance.

The tile surfaces may be smooth, abrasive or non-skid hence it should be sealed with wax coating right after furan grout installation to protect from staining. Furan grout is the strongest and most expensive grout material available in the market.

Because of the difficulty of installation, it requires proper precautions and skilled labours. This type of grout is suitable for use in Brick pavers, Quarry tiles. Industrial projects, such as laboratories, factories, dairies, and meat-packing plants. Areas highly exposed to chemicals and/or grease.

 

c. Acrylic Grout:

 

Acrylic grout is an acrylic latex admixture composed for use as a substitute for water when grouting ceramic tile. It is specifically produced for use with AccuColor Portland cement grouts. Acrylic grout helps to make joints less susceptible to water penetration.

It is very much essential when grouting wet areas. The additive further helps the grout retaining its color and resisting stains. It gives good stability in freezes and thaws. It also enhances grout flexibility. It has greater adhesion properties. Additionally, you don’t need to cover the entire work surface.

You can just apply it in between tile joints. Another advantage of using acrylic latex grout is that it can be used in small spaces. It is mostly suitable for joint thickness less than 1/8 inch. This type of grout is especially suitable for use in Outdoors such as deck or garage projects. Fast-food restaurant floors. Marble work etc.

 

Standard Culvert and MEL Culvert Definition

Standard Culvert and MEL Culvert Definition

 

Introduction :

A culvert is a covered channel of relatively short length designed to pass water through an embankment (e.g. highway, railroad and dam).

It is a hydraulic structure and it may carry flood waters, drainage flows, natural streams below earthfill and rockfill structures. From a hydraulic aspect, a dominant feature of a culvert is whether it runs full or not.

The design can vary from a simple geometry (i.e. box culvert) to a hydraulically smooth shape (i.e. minimum energy loss (MEL) culvert)

Culvert Parts :

A culvert consists of three parts: the intake (also called inlet or fan), the barrel (or throat) and the diffuser (also called outlet or expansion fan) (Fig.1-a).

The cross-sectional shape of the barrel may be circular (i.e. pipe), rectangular (i.e box culvert) or multi-cell (e.g. multi-cell box culvert) (Fig.1-b).

The bottom of the barrel is called the invert while the barrel roof is called the soffit or obvert. The training walls of the inlet and outlet are called wing walls.

 

Fig 1. Sketch of a culvert: (a) box culvert

 

Fig 1. (b) MEL culvert

 

Standard Culverts :

A standard culvert is designed to pass waters at a minimum cost without much consideration of the head loss. The culvert construction must be simple: e.g. circular pipes and precast concrete boxes.

 

MEL Culverts :

An MEL culvert is a structure designed with the concept of minimum head loss. The flow in the approach channel is contracted through a streamlined inlet into the barrel where the channel width is minimum, and then it is expanded in a streamlined outlet before being finally released into the downstream natural channel. Both the inlet and outlet must be streamlined to avoid significant form losses

 

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