The document discusses rockfall mitigation solutions and the MACRO System. It outlines the complexities of rockfall projects and importance of risk analysis. A variety of active and passive protection systems are described, including secured drapery, rockfall embankments, barriers, and drapery systems. Key considerations for choosing solutions include the slope morphology, instability type and frequency, and environmental factors. Research and testing with various institutes has been conducted to develop the MACRO System solutions.
A new concept for foundation of wind turbines is presented. In the proposed concept a series of high-capacity post-tensioned anchors are used to fix the foundation deep into the rock mass. A 3D detailed model was implemented in DIANA Finite Element code gain insight into key aspects like: (i) failure mechanisms governing the problem, (ii) values of rock-grout interface shear stress, (iii) minimum free length of the anchors, (iv) potential grout–tendon bond or interface failure and (v) the potential development of cracks along the grouted body.
Coupling Beams Design in High-Rise Core-Wall Structures
Shear wall structures are most important lateral-force-resisting-systems that have been shown to be
very efficient in resisting seismic loads. But previous earthquake damages showed that the coupling
beams were easily damaged in the earthquake and it was often used as an energy dissipation part in structures.
Seismic analysis of multi storey reinforced concrete buildings frame”ankialok
The opinion that designing new buildings to be Earthquake resistant will cause substantial additional costs is still among the constructional professionals. In a country of moderate seismicity adequate seismic resistance of new buildings may be achieved at no or no significant additional cost however the expenditure needed to ensure adequate seismic resistance may depend strongly on the approach selected during the conceptual design phase and the relevant design method. Regarding the conceptual design phase early collaboration between the architect and civil engineering is crucial.
A new concept for foundation of wind turbines is presented. In the proposed concept a series of high-capacity post-tensioned anchors are used to fix the foundation deep into the rock mass. A 3D detailed model was implemented in DIANA Finite Element code gain insight into key aspects like: (i) failure mechanisms governing the problem, (ii) values of rock-grout interface shear stress, (iii) minimum free length of the anchors, (iv) potential grout–tendon bond or interface failure and (v) the potential development of cracks along the grouted body.
Coupling Beams Design in High-Rise Core-Wall Structures
Shear wall structures are most important lateral-force-resisting-systems that have been shown to be
very efficient in resisting seismic loads. But previous earthquake damages showed that the coupling
beams were easily damaged in the earthquake and it was often used as an energy dissipation part in structures.
Seismic analysis of multi storey reinforced concrete buildings frame”ankialok
The opinion that designing new buildings to be Earthquake resistant will cause substantial additional costs is still among the constructional professionals. In a country of moderate seismicity adequate seismic resistance of new buildings may be achieved at no or no significant additional cost however the expenditure needed to ensure adequate seismic resistance may depend strongly on the approach selected during the conceptual design phase and the relevant design method. Regarding the conceptual design phase early collaboration between the architect and civil engineering is crucial.
Seismic base isolation in strengthening an existing retrofitted masonry reinf...eSAT Journals
Abstract Seismic base isolation is a fast advancing technology in which the superstructure is isolated from the entire structure or from the substructure by means of rubber bearing isolators or frictional sliding isolators. The main aim of the base isolation technology is to isolate the structure from the harmful effects of the ground accelerations or earthquake excitations. In this paper, the procedure for the selection of the three ground motions is briefly explained and they are used in analyzing a masonry – reinforced concrete office building for the Internal Revenue Service in the Huating County of the Pingliang City in China. The structure is first analyzed with the PKPM software to ascertain the structural internal forces are within reasonable limits but because this software cannot be used to advance analysis in the area of base isolation, Sap 2000 is used to remodel the structure, analyze, then apply the seismic base isolation. This office building has been strengthened to be fortified against ultimate bearing capacity failure as it is an existing structure. The lead rubber bearing isolators, LRB 400, LRB 500 and LRB 600 are used to isolate the building model and results from the structural response are compared, first amongst the time histories and then between the enveloped time histories and the response spectrum. The floor joint accelerations are observed to be reduced and the joint velocities as well, whereas the floor joint displacements are increased. The response spectrum alone is seen to not be an enough ground acceleration parameter in a seismic analysis and design of this model; as such it is recommended to include time history analysis. The maximum percentage decrease in acceleration and velocity can be seen occurring in the response spectrum, namely, 85.82% and 59.76%, respectively. The maximum percentage increase in the displacement is also evident in the response spectrum, 57.59%. In the time histories, the maximum is seen in Ec County Y-direction for the acceleration reduction at a value of 60.57%; Delta artif records a maximum velocity reduction of 28.42% in the Y-direction and finally, the Delta artif X-direction also records a maximum displacement increment, at a value of 26.36%.
shear walls are vertical elements of the horizontal force resisting system. Shear walls are constructed to counter the effects of lateral load acting on a structure.
Effect of non Seismic Walls
On Moment Resisting Frames in buildings.
Can we neglect reinforce concrete walls like
(stairwells, elevator shafts and so forth)?
*And what are the behavior of these walls during the yielding
point for the steel in work stress stage uncracked section
[Elastic Response Parameters] and after the yielding point in Plastic stage cracked section (Ultimate strength) since
*(Plastic Hinges) will occur in the Frames during plastic
stage And the frames shall peer all the entire seismic loads
And what are these Condition and arrangements to keep
the section walls in safety during plastic stage
so they can carry just the ordinary(D+L) axial loads.
Dose reinforcement for axial ordinary loads enough for these walls from collapsing?
All these answers you will get it when you look at the Dissertation
Design And Analysis Of Precast Load Bearing Walls For Multi Storey Building ...IJMER
In the present scenario of construction industry, time of construction is very crucial factor.
Pre-cast construction is gaining significance in general and urban areas in particular. The precast
technology is a viable and alternative technique to reduce the construction time. G+11 storey live
project is taken for analysis and design with load bearing walls. Design of precast wall panels and
design of precast slabs is carried using Indian codes subjected to gravity and lateral loads (seismic and
wind). Connections of wall to wall, wall to slab and foundation beam to wall is designed. The structural
system consists of load bearing walls and one-way slabs for gravity and lateral loads have been taken
for analysis using ETABS. Various wall forces, displacements and moments have been worked out for
different load combinations. Data base is presented for the worst load combination
Special shear walls + ordinary shear walls ACI - 318 - جدران القص الخاصة - P...Dr.Youssef Hammida
Specifications of Special
shear walls
• 1- to form a plastic hinge and wall work in the plastic area
distracting section of the quake, where increasing energy transfer and nonlinear distortions
With firmness despite rising resistance section loads base shear forces
Detailed plastically shaped at the bottom of the wall up the foundation base point
Where the forces of bending moment and shear baseband is greatest
• 2 - have a long high hinge plastically area along the height of the wall
And almost equal to the rise in the wall / 6, H / 6 or along the plan length L
• 3 - the region where the plastic hinge cracked consider (cracked section) and the reduction of inertia (Ig) = (0.35 - 0.5) according to the local code
But after the hinge ductile shear wall treats ordinary wall
area (un cracked section) = (0.7 - 0.8)
• 4 - neglecting the resistance of concrete to resist shear forces
and reinforcing longitudinal and horizontal
In the area and the plastic hinge along only
A report format presentation of earthquake-resistance construction techniques, stressing upon the relevance of such techniques in the architecture industry.
LATERAL LOAD ANALYSIS OF SOFT STORY BUILDING AND IMPORTANCE OF MODELING MASON...ijsrd.com
Generally Masonry infills are considered as non-structural elements and their stiffness contributions are generally ignored in practice. But they affect both the structural and non-structural performance of the RC buildings during earthquakes. RC frame building with open first storey is known as soft storey, which performs poorly during strong earthquake shaking. A similar soft storey effect can occur if first and second story used as service story. Hence a combination of two structural system components i.e. Rigid frames and RC shear walls leads to a highly efficient system in which shear wall resist the majority of the lateral loads and the frame supports majority of the gravity loads. To study the effect of masonry infill with different soft storey level, 7 models of Reinforced Concrete framed building were analyzed with two types of shear wall when subjected to earthquake loading. The results of bare frame and other building models have been compared, it is observed that model with swastika and L shape shear wall are showing efficient performance and hence reducing the effect of soft storey in model 3, model 4 and model 5.
Seismic base isolation in strengthening an existing retrofitted masonry reinf...eSAT Journals
Abstract Seismic base isolation is a fast advancing technology in which the superstructure is isolated from the entire structure or from the substructure by means of rubber bearing isolators or frictional sliding isolators. The main aim of the base isolation technology is to isolate the structure from the harmful effects of the ground accelerations or earthquake excitations. In this paper, the procedure for the selection of the three ground motions is briefly explained and they are used in analyzing a masonry – reinforced concrete office building for the Internal Revenue Service in the Huating County of the Pingliang City in China. The structure is first analyzed with the PKPM software to ascertain the structural internal forces are within reasonable limits but because this software cannot be used to advance analysis in the area of base isolation, Sap 2000 is used to remodel the structure, analyze, then apply the seismic base isolation. This office building has been strengthened to be fortified against ultimate bearing capacity failure as it is an existing structure. The lead rubber bearing isolators, LRB 400, LRB 500 and LRB 600 are used to isolate the building model and results from the structural response are compared, first amongst the time histories and then between the enveloped time histories and the response spectrum. The floor joint accelerations are observed to be reduced and the joint velocities as well, whereas the floor joint displacements are increased. The response spectrum alone is seen to not be an enough ground acceleration parameter in a seismic analysis and design of this model; as such it is recommended to include time history analysis. The maximum percentage decrease in acceleration and velocity can be seen occurring in the response spectrum, namely, 85.82% and 59.76%, respectively. The maximum percentage increase in the displacement is also evident in the response spectrum, 57.59%. In the time histories, the maximum is seen in Ec County Y-direction for the acceleration reduction at a value of 60.57%; Delta artif records a maximum velocity reduction of 28.42% in the Y-direction and finally, the Delta artif X-direction also records a maximum displacement increment, at a value of 26.36%.
shear walls are vertical elements of the horizontal force resisting system. Shear walls are constructed to counter the effects of lateral load acting on a structure.
Effect of non Seismic Walls
On Moment Resisting Frames in buildings.
Can we neglect reinforce concrete walls like
(stairwells, elevator shafts and so forth)?
*And what are the behavior of these walls during the yielding
point for the steel in work stress stage uncracked section
[Elastic Response Parameters] and after the yielding point in Plastic stage cracked section (Ultimate strength) since
*(Plastic Hinges) will occur in the Frames during plastic
stage And the frames shall peer all the entire seismic loads
And what are these Condition and arrangements to keep
the section walls in safety during plastic stage
so they can carry just the ordinary(D+L) axial loads.
Dose reinforcement for axial ordinary loads enough for these walls from collapsing?
All these answers you will get it when you look at the Dissertation
Design And Analysis Of Precast Load Bearing Walls For Multi Storey Building ...IJMER
In the present scenario of construction industry, time of construction is very crucial factor.
Pre-cast construction is gaining significance in general and urban areas in particular. The precast
technology is a viable and alternative technique to reduce the construction time. G+11 storey live
project is taken for analysis and design with load bearing walls. Design of precast wall panels and
design of precast slabs is carried using Indian codes subjected to gravity and lateral loads (seismic and
wind). Connections of wall to wall, wall to slab and foundation beam to wall is designed. The structural
system consists of load bearing walls and one-way slabs for gravity and lateral loads have been taken
for analysis using ETABS. Various wall forces, displacements and moments have been worked out for
different load combinations. Data base is presented for the worst load combination
Special shear walls + ordinary shear walls ACI - 318 - جدران القص الخاصة - P...Dr.Youssef Hammida
Specifications of Special
shear walls
• 1- to form a plastic hinge and wall work in the plastic area
distracting section of the quake, where increasing energy transfer and nonlinear distortions
With firmness despite rising resistance section loads base shear forces
Detailed plastically shaped at the bottom of the wall up the foundation base point
Where the forces of bending moment and shear baseband is greatest
• 2 - have a long high hinge plastically area along the height of the wall
And almost equal to the rise in the wall / 6, H / 6 or along the plan length L
• 3 - the region where the plastic hinge cracked consider (cracked section) and the reduction of inertia (Ig) = (0.35 - 0.5) according to the local code
But after the hinge ductile shear wall treats ordinary wall
area (un cracked section) = (0.7 - 0.8)
• 4 - neglecting the resistance of concrete to resist shear forces
and reinforcing longitudinal and horizontal
In the area and the plastic hinge along only
A report format presentation of earthquake-resistance construction techniques, stressing upon the relevance of such techniques in the architecture industry.
LATERAL LOAD ANALYSIS OF SOFT STORY BUILDING AND IMPORTANCE OF MODELING MASON...ijsrd.com
Generally Masonry infills are considered as non-structural elements and their stiffness contributions are generally ignored in practice. But they affect both the structural and non-structural performance of the RC buildings during earthquakes. RC frame building with open first storey is known as soft storey, which performs poorly during strong earthquake shaking. A similar soft storey effect can occur if first and second story used as service story. Hence a combination of two structural system components i.e. Rigid frames and RC shear walls leads to a highly efficient system in which shear wall resist the majority of the lateral loads and the frame supports majority of the gravity loads. To study the effect of masonry infill with different soft storey level, 7 models of Reinforced Concrete framed building were analyzed with two types of shear wall when subjected to earthquake loading. The results of bare frame and other building models have been compared, it is observed that model with swastika and L shape shear wall are showing efficient performance and hence reducing the effect of soft storey in model 3, model 4 and model 5.
New design approach on rockfall Embankment Thomas Frenez
La costruzione di rilevati paramassi in terra rinforzata sta diventando una soluzione comune per la protezione dal fenomeno della caduta massi. Questo tipo di strutture risulta infatti veloce e semplice da realizzare, e ha un impatto ambientale ridotto grazie al veloce attecchimento della vegetazione dopo la costruzione. Nonostante la semplicità di costruzione, il comportamento dinamico di tali strutture in risposta all’impatto di blocchi in roccia risulta complesso da modellare; nel corso degli anni sono stati proposti ed utilizzati numerosi modelli di calcolo, basati su concetti afferenti la balistica, sul principio dell’urto anelastico o su formulazioni geotecniche di tipo empirico. Alla luce delle richieste della nuova normativa italiana, gli autori si propongono di mostrare un caso di applicazione di un nuovo modello di calcolo (Carotti et al., 2003; di Prisco C. e Vecchiotti M., 2004) alla progettazione di un rilevato paramassi nel Comune di Ala (TN), finanziato dalla Provincia Autonoma di Trento. Lo strumento è in grado di valutare non solo la profondità di penetrazione del blocco all’interno del rilevato, ma anche gli effetti di una possibile attivazione di un meccanismo di rottura più ampio all’interno dello stesso.
Barriere Paramassi Etag027 e Norme Tecniche delle CstruzioniRockfall Defence
Breve presentazione che descrive in maniera molto semplificata quali conseguenze avrà l'entrata in vigore delle Norme Tecniche delle Costruzioni per il mercato delle barriere paramassi
AI for IA's: Machine Learning Demystified at IA Summit 2017 - IAS17Carol Smith
What is machine learning? Is IA relevant in the age of AI? How can I take advantage of cognitive computing? Learn the basics of these concepts and the implications for your work in this presentation. Carol Smith provides examples of machine learning use and will discuss the challenges inherent in in AI.
AI and Machine Learning Demystified by Carol Smith at Midwest UX 2017Carol Smith
What is machine learning? Is UX relevant in the age of artificial intelligence (AI)? How can I take advantage of cognitive computing? Get answers to these questions and learn about the implications for your work in this session. Carol will help you understand at a basic level how these systems are built and what is required to get insights from them. Carol will present examples of how machine learning is already being used and explore the ethical challenges inherent in creating AI. You will walk away with an awareness of the weaknesses of AI and the knowledge of how these systems work.
Officine Maccaferri Spa: Rockfall protection & Natural hazard mitigationMaccaferri World
Rockfall protection and mitigation are key elements in the security and safety of people and our infrastructure: roads, rail, mines and buildings. Maccaferri can help to mitigate and reduce natural hazards: for that we work with our clients to engineer a solution from our broad range of systems, often using them in combination.
Learn more.
Manhole Cover Maintenance_ Preventive Measures & Best Practices.pdfvodalandcanada
Manhole covers are a critical component of urban infrastructure that provides access to underground utility networks, including sewers, storm drains, and utility lines. These heavy metal lids protect the public from potential hazards while allowing maintenance personnel to inspect and service underground systems efficiently. However, over time, manhole covers can deteriorate due to various factors such as traffic loads, weather conditions, and improper installation. Neglecting manhole cover maintenance can lead to safety hazards, increased repair costs, and disruptions to daily life.
The Seismic Behaviour of Semi continuous Bridges – A State of the Art Bridge ...AM Publications
There is an old saying that, ‘a chain is as weak as its weakest link’. Bearings and expansion joints are the weak links. Hence, interest in Semi-continuous bridges is increasing and their performance has gained international attention. Semi-continuous Bridges are Bridges where the deck is continuous and connected with monolithically with the piers with a moment resisting connection. As an effect we obtain a structure acting as one unit. One of the most important aspects of design, which can affect structure life and maintenance costs is the reduction or elimination of roadway expansion joints. Unfortunately, this is too often overlooked or avoided. Joints and bearings are expensive to buy, install, maintain and repair and more costly to replace. Many of our most costly maintenance problems originated with leaky joints. In the present report the behaviour of Semi-continuous bridges are studied. The loadings which are come across on the Semi-continuous bridges are discussed. And the comparison of Semi-continuous bridges of different spans are discussed by observing the results of maximum and minimum bending moment, shear force and longitudinal stress at top and bottom of bridge deck and deformed shapes and base shear , joint displacements, reactions from equivalent static and response spectrum methods are considered in different zones. In this report, it has been discussed about the performance of Semi-continuous Bridge under different types of loading including seismic loads and which is more suitable for seismic zones.
The Seismic Behaviour of Semi continuous Bridges – A State of the Art Bridge ...AM Publications
There is an old saying that, ‘a chain is as weak as its weakest link’. Bearings and expansion joints are the weak links. Hence, interest in Semi-continuous bridges is increasing and their performance has gained international attention. Semi-continuous Bridges are Bridges where the deck is continuous and connected with monolithically with the piers with a moment resisting connection. As an effect we obtain a structure acting as one unit. One of the most important aspects of design, which can affect structure life and maintenance costs is the reduction or elimination of roadway expansion joints. Unfortunately, this is too often overlooked or avoided. Joints and bearings are expensive to buy, install, maintain and repair and more costly to replace. Many of our most costly maintenance problems originated with leaky joints. In the present report the behaviour of Semi-continuous bridges are studied. The loadings which are come across on the Semi-continuous bridges are discussed. And the comparison of Semi-continuous bridges of different spans are discussed by observing the results of maximum and minimum bending moment, shear force and longitudinal stress at top and bottom of bridge deck and deformed shapes and base shear , joint displacements, reactions from equivalent static and response spectrum methods are considered in different zones. In this report, it has been discussed about the performance of Semi-continuous Bridge under different types of loading including seismic loads and which is more suitable for seismic zones.
presentation on the seismic retrofitting definition and its types. four main types are included base isolation mass dampers jacketing and shear wall and conclusion.
Tracking
Treeing
Erosion
Chalking
Crazing
Cracking
Hydrolysis
Puncture
Specified mechanical load (s.m.l)
Tensile load
Routine test load (r.t.l.)
Cantilever load
Compressive load
Maximum working combined loads
Working cantilever load (w.c. L.)
Maximum design rating (mdr)
Proof-test load
Delamination
Dielectric properties of insulation
Insulating material
Properties of insulating material
Porcelain insulator
Glass insulator
Advantages of glass insulator
Disadvantages of glass insulator
Polymer insulator
Core
Housing
Weathersheds
End fitting
Coupling zone
Interface
Characteristics
Advantages of polymer insulator
Disadvantages of polymer insulator
Pin insulator Structure
Petticoats Causes of insulator failures Designing consideration of pin insulator Dimensions for pin insulators Helically formed pin insulator types Post insulator Suspension insulator Advantages of suspension insulator Disadvantages of suspension insulator
Strain insulator Ball & socket type Tongue & clevis type
Stay/guy strain insulator Types of guy insulators Type of insulators for guy insulators Basic insulator level for guy insulators Mechanical strength for guy insulators Shackle insulator or spool insulator
Insulator design
Basic design concepts
Material selection
Core
Weathersheds
End fittings
Insulator design
Pollution consideration
Table-1
Pollution severity levels
Relation between the pollution level and the specific creepage distance
Application of the "specific creepage distance" concept
Parameters characterizing the profile
Influence of the position of insulators
Influence of the diameter
Determination of the creepage distance
2. Roads, railways, infrastructure and residential areas frequently face the risk of rock slope instability. .. and something must be done if we want to safely use roads and protect lives! THE PROBLEM….
3. A rockfall mitigation is a very complex project because very often it is made from the combination of revetments, rockfall fences and/or rockfall embankments, with an alternative of the various protections systems without a constant rule. The designer must start from the risk analysis, considering the available founding, verifying the feasibility of the revetments and/or the rock fences in relationship with the morphology of the slope, the surrounding presence of buildings and roads and at the end, choosing the types of products to be used. The goal of this presentation is to give several general suggestions: we are aware of the reality that in few minutes it is not possible to become an expert, but certainly we can upgrade our understanding of the problem in order to have a proper design.
4. - It relates to the rock surface without affecting the overall stability. It generally relates to a thickness of 0.1-1.0 m (3 ft) depending on the type of rock. - It concerns only the loose portion of the rock mass surface. - It is created by rock alteration processes due to root action, freeze-thaw cycles, wind/rainfall erosion, various types of excavation on the slopes, seismic action, extreme temperature variations, hydrostatic pressures SURFACE INSTABILITY
5.
6. WHICH IS THE MORPHOLOGY OF THE INSTABLE SLOPE ? 3 typical situations; intermediate and complex situations It is always important to get some accurate measurerments ( even approximated ) as shown in these schemes 3) Vertical slope 1) Regular slope 2) Inclined slope with some vertical steps 4) Intermediate/complex situations
7. TYPE OF POSSIBLE INSTABILITIES: 1) Falling of small blocks 3) Collapses and deep instabilities 2) Falling of large blocks 4) Global slope instability
8.
9. THE ENVIRONMENTAL PROBLEMS INTERFERING WITH THE SOLUTION: Marine environment Rocks containing chalk, pyrite etc Presence of aggressive natural gasses (ex. H 2 S volcanic) or industrial Fire danger Snow avalanches danger Vicinity of streams, drainage channels etc All these factors can influence the duration and the efficiency of the intervention
10. PROBLEMS INTERFERING WITH THE INSTALLATION PROCEDURES: The best season for the execution of the job (presence of snow, seasonal rainfall etc ) Safety requirements for the workers (rockfall danger during the installation etc) Job site ease of access ( presence of roads), Job site with a difficult access (lack of roads and/or very high rock slope: need of placing with a helicopter) In some situations it is sometimes impossible to work. Or , if it possible that the timing of the execution can be very long. All these factors influence the final cost.
11. DURING THE INSTALLATION IT IS IMPORTANT TO VERIFY IF: It is possible to remove unstable blocks by scaling It is possible to cut trees before the meshes installation Access roads are in relationship with the slope to be protected. It is possible or needed to use a helicopter ( analyzing the possible restriction due to the presence of electrical lines etc. ) Road
12. THE URGENT NEED OF MAKING THE PROTECTION It is critical to evaluate the timing of the construction phases. FREQUENT FALLS OCCASIONAL FALLS Very high slope with large block with low frequency ( low risk ) or small blocks with very high frequency ( high risk ): The solution is a rockfall barrier. Probably, the design cannot contain all the large blocks, but prevents the risk.
13. DURABILITY OF THE PROTECTION Temporary protections For short time protections of building yards or infrastructures The design safety factors may be lower and the technical specifications of the materials used may not be at the highest level (Corrosion Protection). Permanent protections For roads, railways and urban areas The design safety factors must be reasonably high and the technical specifications of the materials used must be the best. The different durability is managed by the change in the safety factors and in the technical specifications of the materials.
14.
15. ROCKFALL THE BORDER CONDITIONS AND THE APPROACH METHODOLOGIES THE PARAMETERS AFFECTING THE DESIGN OF A PASSIVE PROTECTION: FALLING ENERGY FALLING SPEED HEIGHT OF IMPACT BEST POSITION ALONG THE SLOPE OPERATIVE PROBLEMS DURING THE INSTALLATION
16. THE FALLING ENERGY The falling energy is given from the rotational energy and translational one E = E + Ek where: E = ½ I 2 (I = inertial moment; = angular rotational speed) Ek = ½ M v 2 (M = block weight; v=translational speed) The most important energy is the translational one that normally is at least around the 80% of the total kinetic energy. The rotational energy is around the 10-20% of the total one and is in relationship with the shape of the block. Normally squared block have a very low rotational energy.
17.
18. Active protection systems prevent rock detachment (< 1m (3 ft)) Passive protection systems are aimed at containing and intercepting falling debris (> 1m (3 ft)) Several works combine both types ACTIVE AND PASSIVE PROTECTION SYSTEMS Trenches, Rock Barriers Drapery System Secured Drapery Soil Nailing
19. When large quantities of rockfall debris are expected at the toe of the slope, the rockfall netting will be placed at 0.3-0.6 m (1 to 2 ft) away from the toe surface. In order to intercept the debris, a collecting ditch may be built at the toe . PROTECTION SYSTEMS: toe protection combined with rockfall netting anchored on top TRENCHES
20. Intended at controlling rockfall along the slope. Their function is to let the small debris collect at the toe of the slope. DRAPERY SYSTEMS PASSIVE SYSTEMS
21. The goal of an active protection is to stabilize and control surface (cortical) instability. Their design starts from the analysis of the size of the unstable blocks to evaluate the best combination between steel/cable mesh panels and anchors. PASSIVE SYSTEMS
22. SECURED DRAPERY PASSIVE SYSTEMS They are made with a combination of double twisted wire mesh, cables, cable mesh panels and anchor nails
23.
24. They are deep stabilization works aimed at stabilizing large size blocks. Their design requires an accurate geotechnical model and accurate construction procedures. ACTIVE PROTECTION FOR GLOBAL SLOPE STABILITY Tie back Anchor is intimately adherent on foundation only Nail Anchor is intimately adherent to the rock in all length T p a b
25.
26.
27. For a simple drapery system the debris collected at the toe will generate a mesh pocket. DOUBLE TWISTED MESH The required strength shall be function of the bulge acceptable deformation and the available tensile strength. The best compromise of the above will determine how frequent the pocket clearance shall be made
28. Rockmesh may be considered as a “steel geocomposite” made with hexagonal steel wire mesh combined with steel cables twisted in the mesh during production. RockMesh M (“Mono Oriented”) is with horizontal cables. RockMesh B (“Bi Oriented”) is with longitudinal and transversal cables. Rochmesh B BI-ORIENTED Rockmesh M MONO-ORIENTED ROCKMESH
29. Barriers of variable geometry are the best solution when it is impossible to control the entire rock falling from the slope. They can be chosen in relation to the energy of the rock falling phenomena. Maccaferri developed and tested a wide range of barriers from 500 up to 5000 kJ and can provide all the specific installation procedures. ROCKFALL BARRIERS
30. Embankments for rockfall mitigation These passive systems are an ideal solution when it is not possible to work directly on the slope and when there is enough space for a protective structure with the best environmental benefit. Green Terramesh units are an excellent solution due to the flexibility of the system, the natural greening and ease of installation EMBANKMENTS
31. Rockfall protections may be considered “ repairable or replaceable with some more effort ”. Rockfall protection barriers and drapery systems must consequently have a working life of 25 years, while a reinforced soil embankment for rockfall protection shall last for 50 years. How do Maccaferri products comply when used for rockfall mitigations ? Galfan provides the right solution for drapery systems in relation to the local environment. Galfan and polymer coated wires can satisfy the durability requirements for reinforced soil embankments. DURABILITY
32. The entire range of solutions provided by MAC.RO. Systems have been developed in cooperation with Research Institutes. CNR/ITC - Milan LATIF TRENTO TRENTO – field test RESEARCH
33. Research The whole set of solutions of the MACRO System have been developed working with specialist research centres Research and Development Research centers CEMAGREF GRENOBLE CNR/ITC – MILANO TRENTO UNIV. BOLOGNA POLITECNICO TORINO PONT BOSET FONZASO CTR FIELD LATIF TRENTO
34. DOUBLE TWISTED WIRE MESH ROCKMESH ROCKFALL BARRIERS HEA PANELS ROCKFALL EMBANKMENT Research and development Products SNOW FENCE
Failure will often occur in rigid structures when combined with moving water. Piping can quickly occur when water is not restricted to flow along the soil surface. As soil is washed away there is more room for water to flow and hence velocities increase leading to more soil to be washed away. Gabions and Reno mattresses prevent this from occuring by deflecting with the soil. This prevents cavities from forming - maintaining contact with the soil as a result the water velocity is reduced as water flows through the mattress Because gabions are flexible there is no concentration of stress. As a load is applied the Gabions are free to redistribute the forces and hence minimise any overstressing. Being free draining, there is no build up of pore pressure behind the structure This also permits the free flow of water through the structure allowing plants to maintian access water. Because of these natural advantages, Gabions have been in use for over 100years