Evaluating the triggering of a landslide through the Limit Equilibrium Approach: methods of slices (Fellenius, Bishop, Janbu, Morgenstern and Price, Spencer). Structural intervention measures for hazard mitigation: hybrid methods for designing active and passive protective structures (anchored retaining walls, slope stabilizing piles, earth reinforced embankments). Advanced numerical approaches for evaluating the propagation of a landslide: DEM and SPH methods. Analysis and Design of structures interacting with soil: ground anchors, sheet-piles, retaining walls, advanced retaining devices.The design of slope stabilizing system, by means of GeoSlope. Designing Active & Passive stabilizing systems for the critical case with rigid square bearing plates with a deep ground anchor.
Analysis and design of embedded pipes: pipelines, vertical hollow piles.Soil-structure reactions for applied displacements of horizontally embedded systems at serviceability and ultimate limit states.
The design of a Buried Steel Pipeline with straight pressure under a road, within a ditch trench. Checking the ULS & SLS conditions both in the plane of the pipeline section & in the vertical plane along pipeline axis.
Analysis and design of embedded pipes: pipelines, vertical hollow piles.Soil-structure reactions for applied displacements of horizontally embedded systems at serviceability and ultimate limit states.
The design of a Buried Steel Pipeline with straight pressure under a road, within a ditch trench. Checking the ULS & SLS conditions both in the plane of the pipeline section & in the vertical plane along pipeline axis.
Worked Examples for Timber Beam Design to AS1720.1 WebinarClearCalcs
Supporting worked examples for the ClearCalcs timber beam design webinar. Included examples cover a simply supported and complex wood beam designed using the ClearCalcs AS1720.1 calculator.
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
AS4100 Steel Design Webinar Worked ExamplesClearCalcs
Worked examples from the ClearCalcs AS4100 Steel Design Webinar - slides: https://www.slideshare.net/clearcalcs/steel-design-to-as4100-1998-a12016-webinar-clearcalcs
Increasing life of spur gears with the help of finite element analysisijmech
The Focus of this research is on mathematical analysis of life of gears and reducing noise frequency of gears due to change of material from C-45 to 19mncr5. Calculations for gears life was done with the help of Lewis equation and Buckingham formula. Basically life of a gear is depending upon the stress, more the stress on gear lesser life of gear will be. In this paper some major condition to perform a gear without failure is achieved i.e. tangential force should be less than tangential load to sustain static load, dynamic
load should be less than endurance load to sustain dynamic load and wear load should be less than static
load to sustain wear load. After calculation of 19mncr5 material we evaluate that endurance load acting on the gear which is greater than the dynamic load so our gear come out be safe. Also this study shows declination of noise level in 19mncr5 material compare to C-45 material.
Sachpazis: Strip Foundation Analysis and Design example (EN1997-1:2004)Dr.Costas Sachpazis
Strip Foundation Analysis and Design example, in accordance with EN1997-1:2004 incorporating Corrigendum dated February 2009 and the recommended values
Fire Resistance of Materials & Structures - Analysing the Steel StructureArshia Mousavi
A library room, whose structural steel members are to be checked in fire conditions (in terms of bearing capacity, R criterion).
The aims of this project are as follows:
1. Design of the beam and the column at room temperature
a) design the beam capacity at the ULS and the check the deflection at the SLS (d ≤ L1/250 in the rare combination) b) design the column for its buckling resistance.
2. Design the beam fire protection (boards) for the required fire resistance under the quasi-permanent load
the combination and assuming a three-sided exposure (concrete deck on top)
suggested steps: design load under fire
ultimate load of the beam at time = 0
ductility class
global failure or just a critical section?
increased capacity of the critical sections by the adaptation factors degree of utilization of the structure (or the critical section)
critical temperature.
protection design & final check.
3. Design the column fire protection
for the required fire resistance under the quasi- permanent load combination (optional: accounting for the effect of the thermal elongation of the beam).
suggested steps: design load under fire
thermal elongation of the beam assessment of the equivalent. uniform moment critical temperature (spreadsheet file)
protection design & final check
If needed, the member cross-sections designed at room temperature may be adjusted in order to meet the required fire resistance (parts 2 and 3)
Worked Examples for Timber Beam Design to AS1720.1 WebinarClearCalcs
Supporting worked examples for the ClearCalcs timber beam design webinar. Included examples cover a simply supported and complex wood beam designed using the ClearCalcs AS1720.1 calculator.
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
AS4100 Steel Design Webinar Worked ExamplesClearCalcs
Worked examples from the ClearCalcs AS4100 Steel Design Webinar - slides: https://www.slideshare.net/clearcalcs/steel-design-to-as4100-1998-a12016-webinar-clearcalcs
Increasing life of spur gears with the help of finite element analysisijmech
The Focus of this research is on mathematical analysis of life of gears and reducing noise frequency of gears due to change of material from C-45 to 19mncr5. Calculations for gears life was done with the help of Lewis equation and Buckingham formula. Basically life of a gear is depending upon the stress, more the stress on gear lesser life of gear will be. In this paper some major condition to perform a gear without failure is achieved i.e. tangential force should be less than tangential load to sustain static load, dynamic
load should be less than endurance load to sustain dynamic load and wear load should be less than static
load to sustain wear load. After calculation of 19mncr5 material we evaluate that endurance load acting on the gear which is greater than the dynamic load so our gear come out be safe. Also this study shows declination of noise level in 19mncr5 material compare to C-45 material.
Sachpazis: Strip Foundation Analysis and Design example (EN1997-1:2004)Dr.Costas Sachpazis
Strip Foundation Analysis and Design example, in accordance with EN1997-1:2004 incorporating Corrigendum dated February 2009 and the recommended values
Fire Resistance of Materials & Structures - Analysing the Steel StructureArshia Mousavi
A library room, whose structural steel members are to be checked in fire conditions (in terms of bearing capacity, R criterion).
The aims of this project are as follows:
1. Design of the beam and the column at room temperature
a) design the beam capacity at the ULS and the check the deflection at the SLS (d ≤ L1/250 in the rare combination) b) design the column for its buckling resistance.
2. Design the beam fire protection (boards) for the required fire resistance under the quasi-permanent load
the combination and assuming a three-sided exposure (concrete deck on top)
suggested steps: design load under fire
ultimate load of the beam at time = 0
ductility class
global failure or just a critical section?
increased capacity of the critical sections by the adaptation factors degree of utilization of the structure (or the critical section)
critical temperature.
protection design & final check.
3. Design the column fire protection
for the required fire resistance under the quasi- permanent load combination (optional: accounting for the effect of the thermal elongation of the beam).
suggested steps: design load under fire
thermal elongation of the beam assessment of the equivalent. uniform moment critical temperature (spreadsheet file)
protection design & final check
If needed, the member cross-sections designed at room temperature may be adjusted in order to meet the required fire resistance (parts 2 and 3)
Pressure Vessel Optimization a Fuzzy ApproachIJERA Editor
Optimization has become a significant area of development, both in research and for practicing design engineers. In this work here for optimization of air receiver tank, of reciprocating air compressor, the sequential linear programming method is being used. The capacity of tank is considered as optimization constraint. Conventional dimension of the tank are utilized as reference for defining range. Inequality constraints such as different design stresses for different parts of tank are determined and suitable values are selected. Algorithm is prepared and conventional SLP is done in MATLAB Software with C++ interface toget optimized dimension of tank. The conventional SLP is modified by introducing fuzzy heuristics and the relevant algorithm is prepared. Fuzzy based sequential linear programming is prepared and executed in MATLAB Software using fuzzy toolbox and optimization tool box and corresponding dimension are obtained. After comparison FSLP with SLP it is observed that FSLP is easier in execution.
Finite Element Analysis of Skirt to Dished junction in a Pressure VesselIJMER
International Journal of Modern Engineering Research (IJMER) is Peer reviewed, online Journal. It serves as an international archival forum of scholarly research related to engineering and science education.
International Journal of Modern Engineering Research (IJMER) covers all the fields of engineering and science: Electrical Engineering, Mechanical Engineering, Civil Engineering, Chemical Engineering, Computer Engineering, Agricultural Engineering, Aerospace Engineering, Thermodynamics, Structural Engineering, Control Engineering, Robotics, Mechatronics, Fluid Mechanics, Nanotechnology, Simulators, Web-based Learning, Remote Laboratories, Engineering Design Methods, Education Research, Students' Satisfaction and Motivation, Global Projects, and Assessment…. And many more.
Analysis and design of high rise rc building under seismic loadHtinKyawHloon1
This study is operated for Analysis and Design of High-rise RC Building under Seismic Load for ten-storeyed RC inverted T-shaped building locating in seismic zone 4 and basic wind speed 80 mph. This paper was based on the mini-thesis, which was supervised by Dr.Zaw Min Htun,the chief of faculty of Civil Engineering, when I was a final year student at Technological University (Pakokku). I wanna say "thank" to all of my group-9 members who helped me a lot.
#Structural Engineering
#Earthquake
Structural Behaviors of Reinforced Concrete Dome with Shell System under Vari...ijtsrd
There are many different systems constructing dome structure. Among them, the shell system is the most popular in reinforcement concrete structure in these days. Therefore, it is necessary to know the structural behaviours of it. The objectives of this journal is to study the structural behaviours of the reinforced concrete dome structure with shell system under gravity loading and lateral loading in cyclone wind categories and various seismic zones. Seismic loads are considered from zone 1 to zone 4 based on UBC 1997 .Wind loads are considered from I to V category as cyclone categories. Structural elements of RC dome structure are designed according to Building Code of American Concrete Institute ACI 318 99 . With these member forces obtained from the SAP 2000 analysis, the design for all structural members will be performed according to ACI 318 99. The members of dome structure are designed as an intermediate moment resisting frame. The design of the shell beams is verified by using hand calculations with the output forces under the gravity loading and lateral loading obtained from the SAP2000 analysis. Equivalent static analysis procedure is used in this study. Based on the comparison of analysis results, it can be observed where the maximum deflection occurs along the meridian direction under seismic and wind loading conditions. Then, the axial force of dome structure is significant than any other forces in shell system. From the study of analysis results of both systems, it has been noticed that the bottom ring in shell system is essential to control the forces from the shell area. Khine Zar Aung | Khin Aye Mon | Khin Thanda Htun "Structural Behaviors of Reinforced Concrete Dome with Shell System under Various Loading Conditions" Published in International Journal of Trend in Scientific Research and Development (ijtsrd), ISSN: 2456-6470, Volume-3 | Issue-5 , August 2019, URL: https://www.ijtsrd.com/papers/ijtsrd27839.pdfPaper URL: https://www.ijtsrd.com/engineering/civil-engineering/27839/structural-behaviors-of-reinforced-concrete-dome-with-shell-system-under-various-loading-conditions/khine-zar-aung
Introduction to back analysis;
Definition- Back analysis;
Historical Review- back analysis;
Factors affecting back analysis;
Steps to perform back analysis;
Solved numerical for demonstration of back analysis;
Practical Problems and limitations of back analysis;
Advantages of back analysis
How to make back analysis accurate?;
Concluding remarks;
Selected References; back analysis procedure;
Back analysis in slope stability problems
Fatigue life predictions analysis should be performed according to standards in order to avoid uncertainties regarding assumptions for loads and component capacity.
The Project covered assessing the previously occurred disaster (Earthquake) in Istanbul using tools for risk management & giving emergency planning. Assessing the impact of Hazard & assessing venerability & Assessing the damages & Losses. Giving a well-defined emergency planning to reduce the vulnerability towards hazard in future.
The aim of this work is to produce an avalanche hazard map with ArcGIS and to compare it with the map of possible avalanche location (CLPV, Carta di Localizzazione Probabile delle Valanghe), which is based on past events.
The map will be based mainly on morphological characteristics and on their link with the possibility of avalanche generation. The avalanche evolution and movement are not considered, as well as the risk (probability of harm or economic loss with respect to people).
Modeling of a river & its sediment (Serio river in the Italy, 124 km length, using HEC-RAS & River-2D software) Basin routing modeling. Flood routing. Flood mitigation. The purpose of hydraulic modeling. One-dimensional modeling of river flow. Basic differential equations and boundary conditions. Geometric representation of a natural channel. Physical parameterization. Head losses. Analysis of compound sections. Numerical solution for steady-flow processes. Brief accounts of unsteady flow processes. Two-dimensional modeling. From flood hazard to flood risk. Sediment transport processes.
Presenting several aspects of hydrogeological risk in mountain environments. The purposes are the knowledge of the theoretical issues, the capability to conceptualize a flood scenario and quantitatively represent it by integration and parameterization of several models. knowledge of theories for river modeling (Mallero).
Scenario modeling in hydrogeological risk involve a multidisciplinary approach in order to analyze, forecast and define the evolution of landslides and flood hazards. The first part of the work which focuses on the application of geology in engineering practice mainly for landslide evaluation and erosion evaluation.
A combined hazard analysis, considering the hydrological and geological process, has been done in consideration of Sondrio basin. The phenomenon which frequently happens, was sediment transport, flood or combination of both, accordingly soil movement analysis has been done in order to understand the material which will go in the river due to the widespread erosion, which was essential in geological point of view and riverbank erosion which was essential in geomorphological point of view. After having the results, hydraulic simulation has been done by Basement and River2D software to anticipate flood and sediment transport, eventually, the probable hazard scenario which is a flood illustrated in maps in terms of velocity and water depth.
An attempt of assessing the damage has been considered by bringing together the results of integrated hazard analysis with vulnerability and exposure analysis. Afterward, damage of some components has been highlighted for the scenario, then considering time evolution of scenario possible challenges and responses have been identified. A non-structural measurement ''emergency plan'' has been developed by defining the roles of each organization who are in charge for specific challenges and responses.
Seismic risk assessment for post event managementDaniel Jalili
Seismic risk assessment for post-event management (Salo)
application to a case study; slope instability under seismic actions; Seismic vulnerability of buildings; Seismic vulnerability of lifelines; Seismic vulnerability of special buildings (e.g. churches, castle, etc); Seismic risk; Seismic scenarios; Post-earthquake Usability assessment: assessment organization and methodology based on the AEDES form.
In this project, during the flood, the TMP of highway A1, the section between 703 and 722 km (Direction from Salerno to Milan), have been considered as affected area. It will deal with the alternative routes in Micro and Macro itinerary roads in case of a flood event in order to make the decision about activation of the routes and diverting the traffic by considering the travel time. That leads to defining the Variable Message Sign for better guiding the users.
In this project, the evacuation of the town of San Rocco al Porto is simulated with the help of
Cube Avenue in order to define Traffic Emergency Management as the determination of the
shortest and least dangerous routes for rescue vehicles to reach a safe place.
In the simulation, it is assumed that when there is an alarm, all roads in the risk area are closed,
so during the evacuation process, no vehicles, except the evacuated ones are present. The
evacuation is performed with the cars of the residences so, for this simulation, it is necessary to
have Origin/Destination matrix as a demand that will be found by some simplified hypothesis
about the number of households in each zone and the number of cars that will be used for
evacuation.
We have compiled the most important slides from each speaker's presentation. This year’s compilation, available for free, captures the key insights and contributions shared during the DfMAy 2024 conference.
NUMERICAL SIMULATIONS OF HEAT AND MASS TRANSFER IN CONDENSING HEAT EXCHANGERS...ssuser7dcef0
Power plants release a large amount of water vapor into the
atmosphere through the stack. The flue gas can be a potential
source for obtaining much needed cooling water for a power
plant. If a power plant could recover and reuse a portion of this
moisture, it could reduce its total cooling water intake
requirement. One of the most practical way to recover water
from flue gas is to use a condensing heat exchanger. The power
plant could also recover latent heat due to condensation as well
as sensible heat due to lowering the flue gas exit temperature.
Additionally, harmful acids released from the stack can be
reduced in a condensing heat exchanger by acid condensation. reduced in a condensing heat exchanger by acid condensation.
Condensation of vapors in flue gas is a complicated
phenomenon since heat and mass transfer of water vapor and
various acids simultaneously occur in the presence of noncondensable
gases such as nitrogen and oxygen. Design of a
condenser depends on the knowledge and understanding of the
heat and mass transfer processes. A computer program for
numerical simulations of water (H2O) and sulfuric acid (H2SO4)
condensation in a flue gas condensing heat exchanger was
developed using MATLAB. Governing equations based on
mass and energy balances for the system were derived to
predict variables such as flue gas exit temperature, cooling
water outlet temperature, mole fraction and condensation rates
of water and sulfuric acid vapors. The equations were solved
using an iterative solution technique with calculations of heat
and mass transfer coefficients and physical properties.
Student information management system project report ii.pdfKamal Acharya
Our project explains about the student management. This project mainly explains the various actions related to student details. This project shows some ease in adding, editing and deleting the student details. It also provides a less time consuming process for viewing, adding, editing and deleting the marks of the students.
About
Indigenized remote control interface card suitable for MAFI system CCR equipment. Compatible for IDM8000 CCR. Backplane mounted serial and TCP/Ethernet communication module for CCR remote access. IDM 8000 CCR remote control on serial and TCP protocol.
• Remote control: Parallel or serial interface.
• Compatible with MAFI CCR system.
• Compatible with IDM8000 CCR.
• Compatible with Backplane mount serial communication.
• Compatible with commercial and Defence aviation CCR system.
• Remote control system for accessing CCR and allied system over serial or TCP.
• Indigenized local Support/presence in India.
• Easy in configuration using DIP switches.
Technical Specifications
Indigenized remote control interface card suitable for MAFI system CCR equipment. Compatible for IDM8000 CCR. Backplane mounted serial and TCP/Ethernet communication module for CCR remote access. IDM 8000 CCR remote control on serial and TCP protocol.
Key Features
Indigenized remote control interface card suitable for MAFI system CCR equipment. Compatible for IDM8000 CCR. Backplane mounted serial and TCP/Ethernet communication module for CCR remote access. IDM 8000 CCR remote control on serial and TCP protocol.
• Remote control: Parallel or serial interface
• Compatible with MAFI CCR system
• Copatiable with IDM8000 CCR
• Compatible with Backplane mount serial communication.
• Compatible with commercial and Defence aviation CCR system.
• Remote control system for accessing CCR and allied system over serial or TCP.
• Indigenized local Support/presence in India.
Application
• Remote control: Parallel or serial interface.
• Compatible with MAFI CCR system.
• Compatible with IDM8000 CCR.
• Compatible with Backplane mount serial communication.
• Compatible with commercial and Defence aviation CCR system.
• Remote control system for accessing CCR and allied system over serial or TCP.
• Indigenized local Support/presence in India.
• Easy in configuration using DIP switches.
Sachpazis:Terzaghi Bearing Capacity Estimation in simple terms with Calculati...Dr.Costas Sachpazis
Terzaghi's soil bearing capacity theory, developed by Karl Terzaghi, is a fundamental principle in geotechnical engineering used to determine the bearing capacity of shallow foundations. This theory provides a method to calculate the ultimate bearing capacity of soil, which is the maximum load per unit area that the soil can support without undergoing shear failure. The Calculation HTML Code included.
Immunizing Image Classifiers Against Localized Adversary Attacksgerogepatton
This paper addresses the vulnerability of deep learning models, particularly convolutional neural networks
(CNN)s, to adversarial attacks and presents a proactive training technique designed to counter them. We
introduce a novel volumization algorithm, which transforms 2D images into 3D volumetric representations.
When combined with 3D convolution and deep curriculum learning optimization (CLO), itsignificantly improves
the immunity of models against localized universal attacks by up to 40%. We evaluate our proposed approach
using contemporary CNN architectures and the modified Canadian Institute for Advanced Research (CIFAR-10
and CIFAR-100) and ImageNet Large Scale Visual Recognition Challenge (ILSVRC12) datasets, showcasing
accuracy improvements over previous techniques. The results indicate that the combination of the volumetric
input and curriculum learning holds significant promise for mitigating adversarial attacks without necessitating
adversary training.
Final project report on grocery store management system..pdfKamal Acharya
In today’s fast-changing business environment, it’s extremely important to be able to respond to client needs in the most effective and timely manner. If your customers wish to see your business online and have instant access to your products or services.
Online Grocery Store is an e-commerce website, which retails various grocery products. This project allows viewing various products available enables registered users to purchase desired products instantly using Paytm, UPI payment processor (Instant Pay) and also can place order by using Cash on Delivery (Pay Later) option. This project provides an easy access to Administrators and Managers to view orders placed using Pay Later and Instant Pay options.
In order to develop an e-commerce website, a number of Technologies must be studied and understood. These include multi-tiered architecture, server and client-side scripting techniques, implementation technologies, programming language (such as PHP, HTML, CSS, JavaScript) and MySQL relational databases. This is a project with the objective to develop a basic website where a consumer is provided with a shopping cart website and also to know about the technologies used to develop such a website.
This document will discuss each of the underlying technologies to create and implement an e- commerce website.
Welcome to WIPAC Monthly the magazine brought to you by the LinkedIn Group Water Industry Process Automation & Control.
In this month's edition, along with this month's industry news to celebrate the 13 years since the group was created we have articles including
A case study of the used of Advanced Process Control at the Wastewater Treatment works at Lleida in Spain
A look back on an article on smart wastewater networks in order to see how the industry has measured up in the interim around the adoption of Digital Transformation in the Water Industry.
RAT: Retrieval Augmented Thoughts Elicit Context-Aware Reasoning in Long-Hori...
Slope project daniel
1. Slope Stabilizing
Environmental and protective structures
2015-2016
POLITECNICO DI MILANOCivil engineering for risk mitigation
SEYED MOHAMMAD SADEGH MOUSAVI 836154
DANIEL JALILI 832852
Prof. Di Prisco
Prof. Galli
1
2. Contents
POLITECNICO DI MILANOCivil engineering for risk mitigation
The Most
Critical Circular
Slip Surface
Different water
tables
Geoslope Vs.
Fellenius
Active stabilizing
system
Rigid Square
bearing plates
A deep ground
anchor
Optimize
Position of
system
Passive
stabilizing
system
Global safety factor dependency with
respect to the soil displacement amplitude
FRC Vs. Plain
Concrete
Advantages
Results Observations
2
3. General information
POLITECNICO DI MILANO
Introduction
The proposed design consists of two
main components:
Plate element
Grout anchor
Nailing
Anchored Bulkhead
The Experimental Program
Comparison (Stiffness & Ductility) of FRC Vs. RC
Assumption
No Redundancy effect (in case of Safety)
Civil engineering for risk mitigation
3
4. High Toughness in case of SFRC (S1) Vs. R/C (P1)
Parameters
POLITECNICO DI MILANOCivil engineering for risk mitigation
Comparable Peak (S0C, S1C & R0B) Crack Occurs (R0B)
Very low carrying capacity (S0A)
Post tensioning (S1C: Ductile & R0B: Brittle)
Sudden Break
Observations
1st
2nd
3rd
High Performance of
SFRC (HPSFRC)
Very High local
toughness
Compression contribution
Tension Contribution
S1B (4 strands) P1B (4 strands - PC)
4th
Material characteristics of HPSRFC
Mix design of HPSRFC of the plate
fresh state properties of SCC
4
5. Parameters
POLITECNICO DI MILANOCivil engineering for risk mitigation
Design Material
(Concrete)
Better Performance in comparison of pozzolan
cement (Very Low Porosity along with fiber & low
permeability High Durability)
Self Compacted
Concrete
Concrete Type C30/C37
Min Cement 300 kg/m3
Additive Avoid early Cracking
Standard
Prescription
Method
Avoiding Contaminant (Controlling
water) & 0.4% (Fiber) of total volume
Water & Fiber
Characteristic
Considering time curing & workability
High Flow
Ability
Hardening state
Crack Tip Opening Displacement (mm)
NominalStress(MPa)
Based on the axial test, the mix design of hardened state:
Average Value is considered (RED Curve)
5
6. Materials
POLITECNICO DI MILANOCivil engineering for risk mitigation
Dimension
Plate Details
Square plate (HPSFRC)
80*80*24 cm (Standard method EN 206)
Weight of Plate: 4 KN
Rebar's Diameters: 25 mm
Tensile Strength of steel: 450 N/mm2
Opening in the middle of plate to Installation
of Anchor & Head’s attachment.
Ultimate Capacity of the plate
Experimental and FEM analysis
Experimental test of the HPSFRC plate, supported at three
points and subjected to a concentrated load at the center
Observation
Since the experimental tests were not performed until
failure condition, therefore FEM analysis was performed
to check the ultimate load of the plate. As you can see in
the front graphs.
Overestimation Rule
Comparison of the results between the experiment & FEM analysis
Ultimate load of the plate based on FEM analysis based on Hordijk tension
softening & multidirectional fixed crack model
6
Impossibility to predict the
real B.C due to roughness of
the morainic soil surface
Preventing any local
cracking due to
concentrating loads
7. Calculations
POLITECNICO DI MILANOCivil engineering for risk mitigation
Ultimate Moment based on a linear softening model
The linear elastic-softening model estimating the ultimate moment of the plate based on the bending tests.
Two reference values: 𝑓𝐹𝑡𝑢 is the ultimate residual tensile strength in uniaxial tension and is equated as follows.
According to the front figure, two design parameters were defined
𝑙 𝑐𝑠: Kinematic module which is the distance between 2 cracks
(Assumption: Distributed between 2 openings)
𝑘 𝑎: Ranges between 0.362 & 0.378
(Average value of 0.37 can be considered) as shown in the front figure:
ULS state
Concentrated compressive stress
distribution at upper fibers
Crack Opening 2.5 mm
(Linear Distribution of Stress)
𝑤 = 0 → 𝑘 𝑏 𝑓𝑅1
𝑤𝑖1 = 0.5 𝑚𝑚 → 𝑘 𝑎 𝑓𝑅1
𝑤𝑖2 = 2.5 𝑚𝑚 → 𝑓𝐹𝑡2.5
Rotational Equilibrium
Consideration & (Linear
Model)
& considering 𝒌 𝒃
& 𝒇 𝑹𝟑 = 𝟎. 𝟓𝒇 𝑹𝟏
considering the average value from
the experiment (Page 6)
𝑓𝑅1 = 𝑓1,𝑒𝑞 0−0.6 = 12.06 𝑀𝑃𝑎
𝑓𝑅3 = 𝑓1,𝑒𝑞 0.6−3 = 9.76 𝑀𝑃𝑎
𝑓𝐹𝑡𝑠,𝑚 = 0.45𝑓𝑅1,𝑚 = 0.45 × 12.06 = 5.43 𝑀𝑃𝑎
𝑓𝐹𝑡𝑠,2.5𝑚 = 0.5𝑓𝑅3,𝑚 − 0.2𝑓𝑅1,𝑚 = 0.5 × 9.76 − 0.2 × 12.06 = 2.47 𝑀𝑃𝑎
7
8. Calculations
POLITECNICO DI MILANOCivil engineering for risk mitigation
𝑙 𝑠 = ℎ = 240 𝑚𝑚 (𝑃𝑙𝑎𝑡𝑒 𝑇ℎ𝑖𝑐𝑘𝑛𝑒𝑠𝑠)
𝑤 𝑢 = min 2.5 𝑚𝑚; 𝜀 𝑐𝑢 = 0.02𝑙 𝑠 = 2.5 𝑚𝑚
The ultimate moment considering only the fiber reinforced part
The ultimate moment considering only the steel rebar
The total ultimate moment of the plate
Longitudinal & Rotational equilibrium in
the linear model
8
9. Calculations – Ultimate Bearing Load
POLITECNICO DI MILANOCivil engineering for risk mitigation
Failure Mechanisms
Assumption
Material is rigid perfectly plastic
& Max bending moment:
Mu = 195.5 KN. m/m
Failure Mechanism 1
Failure Mechanism 2
Failure Mechanism 3
External work
Le = P. δ
Internal work
Li = 𝐿1 𝑀 𝑢 𝜃1 + 𝐿2 𝑀 𝑢 𝜃2
= 𝐿1 𝑀 𝑢
𝛿
𝑅1
+ 𝐿2 𝑀 𝑢
𝛿
𝑅2
= 630𝑀 𝑢
𝛿
175
+ 630𝑀 𝑢
𝛿
350
Le=Li & 𝛿
𝑃 = 1058𝐾𝑁 ≈ 108 𝑇𝑜𝑛
External work
Le = P. δ
Internal work
Li = 𝐿1 𝑀 𝑢 𝜃1 + 𝐿2 𝑀 𝑢 𝜃2 + 𝐿3 𝑀 𝑢 𝜃3
=630𝑀 𝑢
𝛿
𝑅1
𝑐𝑜𝑠27° + 754𝑀 𝑢
𝛿
𝑅2
𝑐𝑜𝑠34°
+ 754𝑀 𝑢
𝛿
𝑅3
𝑐𝑜𝑠29°
𝑅1=𝑅2=336, 𝑅3 =265
Le=Li & 𝛿
𝑃 = 1179𝐾𝑁 ≈ 120 𝑇𝑜𝑛
Punching
There is uncertainty Punching
behavior of plate due to bending
Cause more cracks around the
opening Much higher (Pu)
9
Using a factor of 1.6
11. Calculations – Safety Factor
POLITECNICO DI MILANOCivil engineering for risk mitigation
Fellenius
hypothesis
Circular slip is
homogenous
No interaction between
slices (Hi=Vi=hi=0)
Slip surface of each slice [m]
𝑧𝑓𝑖 = 𝑧 𝑐 − 𝑅2 − 𝑥𝑖 − 𝑥 𝑐
2
R: Radius of Rotational Failure
𝑥 𝑐=𝑧 𝑐: Radius axis coordination
Slice Weight [m]
𝑊𝑖 = 𝛥𝑧𝑖 + 𝛥𝑧𝑓𝑖 𝛥𝑥𝑖 𝛾𝑠𝑎𝑟
𝛥𝑥𝑖: Slice Width [m]
Half of the base [m]
ai =
Δxi
2cosαi
Inclination angle of the slice [° ]
αi = arctan
Δzfi
Δxi
Average Hydrostatic Pressure
at base of the slice [KN/m]
Ubi =
Δzwi − Δzfi
2
γwater
Δzfi > Δzwi → Ubi = 0
Average Hydrostatic Force at base of the slice [KN/m]
𝑈𝑖 =
𝑈𝑏𝑖 𝛥𝑥𝑖
cos𝛼𝑖
Average Lateral Hydrostatic Force [KN/m] at base of the
slice & as Lateral hydrostatic force for the next slice
𝑈 )𝑖,𝑠(𝐿𝑒𝑓𝑡 𝑜𝑟𝑈 )𝑖,𝑑(𝑅𝑖𝑔ℎ𝑡 =
𝛥𝑧𝑤𝑖 − 𝛥𝑧𝑓𝑖
2
𝛾 𝑤𝑎𝑡𝑒𝑟
Equation along the normal axis of the slice is the total normal force
𝑁𝑖
′
+ 𝑈𝑖 = 𝑊𝑖cos𝛼𝑖 + 𝑈𝑖,𝑠 − 𝑈𝑖,𝑑 sin𝛼𝑖
𝑁𝑖
′
= Effective Normal Force
Failure Criterion based on equilibrium
𝑇𝑖 = 𝑁𝑖
′
tan𝜙′ +
𝑐′𝛥𝑥𝑖
cos𝛼𝑖
Safety Factor based on the global
equilibrium
𝐹S =
𝑅 𝑇𝑖
𝑅 𝑊𝑖sin𝛼𝑖
Global Equilibrium
R Wisinαi + Qicosβi xp,i − xc = R Ti − Qisinβi zc − zp,i
Qi: The magnitude of the external load, βi: Inclination of external Load
xp,i = zp,i: 𝐶𝑜𝑜𝑟𝑑𝑖𝑛𝑎𝑡𝑒 𝑜𝑓 𝑡ℎ𝑒 𝑝𝑜𝑠𝑖𝑡𝑖𝑜𝑛
Safety Factor based by considering the external load
𝐹𝑆 =
𝑅 𝑇𝑖
𝑅 𝑊𝑖sin𝛼𝑖 + 𝑄𝑖 cos𝛽𝑖 𝑥 𝑝,𝑖 − 𝑥 𝑐 − 𝑠𝑖𝑛𝛽𝑖 𝑧 𝑐 − 𝑧 𝑝,𝑖
In case of External Load
11
12. Calculations – Safety Factor
POLITECNICO DI MILANOCivil engineering for risk mitigation
0.7
0.8
0.9
1
1.1
1.2
1.3
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
SAFETYFACTOR
WATER HEIGHT [M]
Excel
Geoslope
Ratio
Observation
Lower value in Excel Vs. Geoslope
Average ratio between 2 approaches 1.15
(Due to probably by numerical errors of excel)
Critical Safety Factor
(Using) 0.885
12
13. Design – Active stabilizing system
POLITECNICO DI MILANOCivil engineering for risk mitigation
Assumption
S=1.5m, Distance of 2 plates in plane axis
No Group Effect
Shear action on strands is neglected
Uniform applied load (Pa) acting on plate
Multiplying with 1.6 factor
Interaction curve for 0.8×0.8×0.24 m plate
Applied load ⦜ Plate
Ground anchor ⦜ Slope
Active Stabilizing System
• Slope Stability Evaluation based on Intervention
Pu in Critical Condition
• Anchors Design Peak of linear behavior of
Interaction Curve
Intervention of External load
𝜎 ⇒
𝑃𝐶𝑢𝑟𝑣𝑒 = 1000 𝐾𝑃𝑎
𝑊 = 18 𝑚𝑚
𝑃𝑙𝑎𝑡𝑒 𝐷𝑖𝑚𝑒𝑛𝑠𝑖𝑜𝑛
𝑃𝑎 = 1000 0.8 × 0.8 = 640
𝐾𝑁
𝑎𝑛𝑐ℎ𝑜𝑟
𝑆=1.5 𝑚
𝑃𝑎 =
640
1.5
= 427
𝐾𝑁
𝑚′
𝑃𝑎 = 427
𝐾𝑁
𝑚;
Pre-Stressed Load
Optimizing position of plates (Assumptions)
Safety factor > 1.3 5 Plates
The max applied load for each plate 427 KN/m’
The distance of 2 plates in plane S= 1.5, 2, 2.5 m
Horizontal distance = 1,5 m (No Group
effect)
13
14. Design – Plate Positions
POLITECNICO DI MILANOCivil engineering for risk mitigation
S=1.5 m
(Best Configuration )
Applied load acting on the center
axis of the plate
Final Analysis
of SF
Assumption: Applied load is
uniform over the plate
Load = 53 KN/m’
over 0.8 m (width) SF = 1.51
14
S=1.5 m
SF=1.52
S=2 m
SF=1.46
S=2.5 m
SF=1.28
15. Design – Anchors
POLITECNICO DI MILANOCivil engineering for risk mitigation
Anchors Dimensions
Type Permanent anchors
Free Length
Bulb Length
Grout injection method
Components & Total Length of Anchor
Lfree Length of Tendon + Plate Thickness
(240mm) (Anchor Head)
𝐿𝑡𝑓 =
𝐿𝑓𝑟𝑒𝑒+𝐿𝑐𝑜𝑛𝑠𝑡𝑟𝑎𝑖𝑛𝑡
3
Actual free length
Lconstraint The length of the grout
𝐿𝑡𝑏 =
2
3
× 𝐿𝑐𝑜𝑛𝑠𝑡𝑟𝑎𝑖𝑛𝑡 Actual Grout length
Le=1000mm Min Addition Length (attachment to
pull out device)
Location
Avoid bonding in the slip surface Grout is placed outside
the unstable zone: (Because)
- Avoid failure risk due to interaction with slide body with
small movement
- Increasing in pre-stress action by soil movement
- Partial movement of anchor head by soil movement
Anchor ⦜ Slope
15
Anchor Characteristics
Steel Quality MW 450
Area of each tendon 861 mm^2
Nominal diameter of each tendon 38 mm
Spiral diameter used for grouting 250 mm
Gout prop diameter 0.27 mm
Inclination 0°
Distance between 2 anchors 1.5 m
Soil Thickness above the grout 7.5 m
Plate thickness 0.24 m
Grout Length or Constraint 9 m
Free Length 7.74 m
Additional Length 1 m
Total Length 17.74 m
7 Tendons & each tendons has 7 wires
7×38=266 mm Available diameter
16. Design – Failure state
POLITECNICO DI MILANOCivil engineering for risk mitigation
Failure consideration Grout failure Uncertainty in the load interaction with tendon (Negative
trend in time)
Grout & Soil interaction Positive trend in time (Located in
stable zone)
Ultimate load design
Applied load of each anchor: 640 KN/anchor
Pre-stress load = 1865 KPa was derived from the
interaction curve = 55% of 2nd peak of linear curve
The rest capacity of the anchors will take the rest effect
due to soil movements
Ultimate external load (Qi,u) 796 KN/m
External Load Applied (Qi) 427 KN/m
Pre-Stress load per anchor 640 KN/anchor
Ultimate design load (Pu,d) 1194 KN/anchor
Vertical Load due to inclination 0
Vertical Pre-stress load due to inclination 0
Plate weight 3.84 KN/plate (Negligible)
16
Difficult to know the real behavior
of the anchors Uncertainty about
1st Failure is in Tendons/Grouts
17. Design - Grout
POLITECNICO DI MILANOCivil engineering for risk mitigation
Brice’s Theory (Equilibrium equation)
Limitation between 50%-67%
𝑃𝑢,𝑑 = 0.5 𝑡𝑜 0.67 𝐿 𝑐𝑜𝑛𝑠𝑡𝑎𝑖𝑛𝑡 𝜋∅𝜏 𝑏
∅: Grout Diameter
𝜏 𝑏: Grout Shear Length
Alpha Method for estimating the 𝝉 𝒃
𝜏 𝑏 = 𝛼 𝑠 𝑞 𝑐,𝑎𝑣𝑒𝑟𝑎𝑔𝑒
𝛼 𝑠 = 0.02 Specific type of anchor
𝑞 𝑐,𝑎𝑣𝑒𝑟𝑎𝑔𝑒: Average value of CPT test
𝛾𝑠𝑎𝑡 = 18
𝐾𝑁
𝑚3 & ∅′
= 35° ⇒ 𝑞 𝑐 = 25 𝑀𝑃𝑎
The Max limit of 𝑞 𝑐
= 𝟏𝟓 𝑴𝑷𝒂 𝐴𝑠𝑠𝑢𝑚𝑝𝑡𝑖𝑜𝑛: 𝐹𝑎𝑖𝑙𝑢𝑟𝑒 𝑖𝑛 𝑠𝑜𝑖𝑙 𝑛𝑜𝑡 𝐺𝑟𝑜𝑢𝑡
Partial factor (Both reduce total up to 56%)
Ksi-factor x=0.75
Grout material 𝛾 𝑀,𝑏 = 1.35
𝜏 𝑏,𝑑 =
𝜉
𝛾 𝑀,𝑏
𝛼 𝑠 𝑞 𝑐,𝑎𝑣𝑒𝑟𝑎𝑔𝑒 = 0.56 × 0.02 × 15 = 160 𝐾𝑃𝑎
Grout unity check
- Uncertainty of uniform circumference shear distribution Grout length reduced up to 1/3
- As I mentioned before, Actual free length 𝐿𝑡𝑓 =
𝐿𝑓𝑟𝑒𝑒+𝐿𝑐𝑜𝑛𝑠𝑡𝑟𝑎𝑖𝑛𝑡
3
& Actual Grout length
𝐿𝑡𝑏 =
1
2
𝑡𝑜
2
3
× 𝐿𝑐𝑜𝑛𝑠𝑡𝑟𝑎𝑖𝑛𝑡
Shear force based on 𝒒 𝑐
CPT Quantity 1 x 0.75
𝛾 𝑀,𝑏 = 1.35 𝛼 𝑠 = 0.02
𝑞 𝑐,𝑔 = 15000 𝐾𝑃𝑎 𝜏 𝑏,𝑑 = 160 𝐾𝑃𝑎
Carrying load of grout
𝐹𝑟,𝑔𝑟𝑜𝑢𝑡,𝑑 = 𝐿 𝑔𝑟𝑜𝑢𝑡 𝜋∅𝜏 𝑏,𝑑 = 9 × 3.14 × 0.27 × 610
= 𝟏𝟐𝟐𝟏 𝐾𝑁 > 1194 (𝑃𝑢, 𝑘)
Grout Design
Grout Quantity 1 𝐹𝑠,𝑔𝑟𝑜𝑢𝑡,𝑑 (factor 1) 1194 KN
𝐹𝑟,𝑔𝑟𝑜𝑢𝑡,𝑑 (CPT) 1221 Max unity 0.98
Grout Check Satisfied
17
18. # x [m] z [m] x [m] z [m] [m] [m] [m] x [m] z [m] x [m] z [m] [m] [m] [m] [degree]
1 16 5.9 19.6 1.8 5.5 0.24 1 19.6 1.8 25.4 -5.1 9 5.74 14.74 49.4
2 17.5 7.1 21.1 2.9 5.5 0.24 1 21.1 2.9 26.9 -3.9 9 5.74 14.74 49.4
3 19 8.6 22.6 4.5 5.5 0.24 1 22.6 4.5 28.4 -2.4 9 5.74 14.74 49.4
4 20.5 9.7 24.1 5.5 5.5 0.24 1 24.1 5.5 29.9 -1.3 9 5.74 14.74 49.4
5 20.5 9.7 27.8 8 7.5 0.24 1 27.8 8 33.7 1.2 9 7.74 16.74 29.1
Top Grout Bottom Grout L grout L free L anchor
Anchor
Direction
Plate Top Tendon Bottom Tendon L free
Plate
Thickne
Additional
Length
Design - Tendon
POLITECNICO DI MILANOCivil engineering for risk mitigation
7 tendons (d=38 mm) 7 wires 1 strand
Due to 7 wires are bounded section is not perfectly circle, so the computation of Area of each tendon (d-2t):
𝐴 𝑡𝑒𝑛𝑑𝑜𝑛 =
1
4
𝜋 𝑑2
− 𝑑 − 2𝑡 2
=
1
4
𝜋 382
− 38 − 2 × 10 2
= 𝟗𝟑𝟑 𝑚𝑚2
fy = 470 N/mm^2 Max tensile force:
𝐹𝑟,𝑡𝑒𝑛𝑑𝑜𝑛,𝑘 = 7 × 𝐴 𝑡𝑒𝑛𝑑𝑜𝑛 𝑓𝑦 = 933 ×
477
1000
= 7 × 445𝐾𝑁 = 𝟑𝟏𝟏𝟓 𝐾𝑁 > 1194 (𝑃𝑢, 𝑘)
Shear force based on 𝒒 𝑐
Tendon Quantity 7 𝐹𝑎,𝑚𝑎𝑥 1194 KN
𝐹𝑎,𝑝𝑟𝑒𝑠𝑡𝑟𝑒𝑠𝑠 641 KN 𝐹𝑠,𝑣,𝑚𝑎𝑥 0
𝐹𝑠,𝑠𝑡𝑎𝑎𝑓,𝑑 1194 KN
(factor 1)
𝐹𝑦,𝑑 /𝐹𝑟,𝑠𝑡𝑎𝑎𝑓 3115 KN
𝛾 𝑚 = 1
Unity check = 0.38 Tendon check Satisfied
19
Total Length
Extending the Anchors Top Part of Grout Out of the unstable zone The Longest free length last top Plate (#5)
19. Design – Anchors Location
POLITECNICO DI MILANOCivil engineering for risk mitigation
Anchors that consist of 7 tendons for No. 1 to 4 (have shorter free length)
∆𝐿 =
𝑃𝑢,𝑘 × 𝐿
7𝐴𝐸
=
1194 × 5.74
933 × 10−6 × 210 × 106
= 0.005𝑚 ⇒ 5 𝑚𝑚
20
Elongation
Safety Factor = 1.52
20. Design – Passive stabilizing system
POLITECNICO DI MILANOCivil engineering for risk mitigation
Solve by Means of increment
20
Analyze Displacement Approach Equilibrium between the force acting on the plate & Ground anchors
𝑃𝐵2
= 𝐹𝑎𝑛𝑐ℎ𝑜𝑟
𝑃 = 𝑓 𝑈 − 𝑢 = 𝑓(𝑤)
𝑓(𝑈 − 𝑢)𝐵2
= 𝐹𝑎𝑛𝑐ℎ𝑜𝑟 𝑢
𝜕𝑓
𝜕 𝑈 − 𝑢
𝑑𝑈 − 𝑑𝑢 𝐵2
= 𝐹𝑎𝑛𝑐ℎ𝑜𝑟 𝑢
𝐾 𝑝 𝑑𝑈 − 𝑑𝑢 𝐵2
= 𝐹𝑎𝑛𝑐ℎ𝑜𝑟 𝑑𝑢 ⇛
𝑑𝑈 =
𝐹𝑎𝑛𝑐ℎ𝑜𝑟 𝑑𝑢
𝐾 𝑝 𝐵2
+ 𝑑𝑢 =
𝐹𝑎𝑛𝑐ℎ𝑜𝑟
𝐵2 + 𝐾 𝑝
𝐾 𝑝
𝑑𝑢
Passive system 1st slope stiffness of the curve is considered
𝐹𝑆 = 𝑓 𝑤
𝜕𝑓
𝜕 𝑈−𝑢
= 𝐾 𝑝 Local Stiffness
Force is non-linear function of relative displacement
𝐾𝑝,1 =
1018 − 0 𝐾𝑃𝑎
(0.0179 − 0) 𝑚
= 56903
𝐾𝑁
𝑚3
𝐹𝑎𝑛𝑐ℎ𝑜𝑟 =
𝐹𝑟,𝑔𝑟𝑜𝑢𝑡,𝑑
𝑠
=
1221
1.5
= 814
𝐾𝑁
𝑚
𝑑𝑈, 1 =
𝐹𝑎𝑛𝑐ℎ𝑜𝑟
𝐵2 + 𝐾 𝑝,1
𝐾 𝑝,1
𝑑𝑢 =
814
0.82 + 56903
56903
𝑑𝑢 = 1.022 𝑑𝑢
1st Failure in the grout Force of the anchor:
𝑷𝒍𝒂𝒕𝒆 𝑹𝒆𝒍𝒂𝒕𝒊𝒗𝒆 𝑫𝒊𝒔𝒑𝒍𝒂𝒄𝒆𝒎𝒆𝒏𝒕
𝑊 = 𝑑𝑈 − 𝑑𝑢
𝐹𝑎𝑛𝑐ℎ𝑜𝑟 =
𝐹𝑟,𝑡𝑒𝑛𝑑𝑜𝑛,𝑑
𝑠
=
3115
1.5
= 2076
𝐾𝑁
𝑚
𝑑𝑈, 1 = 1.052 𝑑𝑢
Grouts
Tendons
Using the interaction Curve
21. Design – Passive stabilizing system
POLITECNICO DI MILANOCivil engineering for risk mitigation
21
du dU,1 dW W P1, KPa Pa Qi SF
[mm] [mm] [mm] [mm] [KPa] [KN] [KN/m]
0 0 0 0 0 0 0 0.885
25 26 0.5 0.5 28 18 12 0.896
50 51 1 1.5 85 55 36 0.918
75 77 1.5 2.5 142 91 61 0.941
100 102 2 3.5 199 127 85 0.966
200 204 4 6 341 219 146 1.033
250 255 5 9 512 328 219 1.126
400 408 8 13 740 473 316 1.281
500 510 10 18 1024 656 437 1.521
du dU,1 dW W P1, KPa Pa Qi SF
[mm] [mm] [mm] [mm] [KPa] [KN] [KN/m]
0 0 0 0 0 0 0 0.885
25 26 1 1 57 36 24 0.907
50 52 2 3 171 109 73 0.953
75 78 3 5 285 182 121 1.005
100 104 4 7 398 255 170 1.062
200 208 8 12 683 437 291 1.239
250 260 10 18 1024 656 437 1.521
Weak Grouts Weak Tendons
Observation
Grouts
Weakening
Tendons
Weakening
500 mm Soil Movement
250 mm Soil Movement
SF = 1.521
Better
Performance
Constrained
Grouts
Weak in Tendons (give better
performance)
Higher carrying load capacity of
tendons than the grouts
Rigid movement of the plate ratio +
Soil Movement
Mobilizing
the Soil
Activate the resistance
force from the anchors
Because
affects
22. Results – Comparison of Active & Passive
POLITECNICO DI MILANOCivil engineering for risk mitigation
23
du dU,1 dW W P1, KPa Pa Qi SF
[mm] [mm] [mm] [mm] [KPa] [KN] [KN/m]
0 0 0 18 1018 641 427 1.521 1
25 25 0 18.08 1029 658 439 1.552 1
50 50 0 18.23 1037 664 442 1.562 1
75 75 0 18.45 1050 672 448 1.577 1
100 100 0 18.75 1067 683 455 1.597 1
200 201 1 19.35 1101 705 470 1.639 1
250 251 1 20.1 1144 732 488 1.695 1
400 401 1 21.3 1212 776 517 1.793 1
500 502 1 22.8 1297 830 554 1.933 1
De
Va
Active System
0.8
1
1.2
1.4
1.6
1.8
2
0 50 100 150 200 250 300 350 400 450 500
SAFETYFACTOR
DU, SOIL MOVEMENT [MM]
Active System Passive system - Weak Tendons Passive system - Weak Grout Design Value
𝐾 𝑝,2 =
1865 − 1018 𝐾𝑃𝑎
(0.0198 − 0.0179) 𝑚
= 438860
𝐾𝑁
𝑚3
Weakening in Grouts
𝑑𝑈, 2 =
𝐹𝑎𝑛𝑐ℎ𝑜𝑟
𝐵2 + 𝐾 𝑝,1
𝐾 𝑝,2
𝑑𝑢 =
814
0.82 + 438860
438860
𝑑𝑢 = 1.003 𝑑𝑢
Weakening in Tendons
𝑑𝑈, 2 = 1.000 𝑑𝑢
Evaluate the behavior of active system after pre-stressed due to
soil movement: (2nd Slope of Linear Curve was considered)
23. Results – Observation
POLITECNICO DI MILANOCivil engineering for risk mitigation
23
Conclusion
Active System
Intervention at early stage
may Avoid Soil Movement
Passive System
Mobilization of the soil mass
(Resistance Activation)
To reach the
Desired Safety Factor
Need soil movement 200-400mm
Design Safety Factor = 1.3
The most efficient system Active System
uncertainty of the failure state of the anchors (weakening in
tendons or grouts) may have risk to have excessive soil movement
Advantages