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Minimizing Construction Vibration Effects
Abstract
Harmful vibration effects of construction operations occur frequently. Ground vibrations may affect adjacent and remote structures. The level of structure vibrations depends on a number of factors such as characterized sources of vibrations, soil conditions, and susceptibility of structures. There is no unique solution to minimize the effects of construction vibrations at every site. Monitoring and control of construction vibrations are made to be in compliance with safe vibration criteria. Reasonable vibration criteria should be chosen for a site.
... The suggested value for the exponent n is 1.1, but it can vary from 1.0 to 1.4 to reflect different soil types. Construction-induced vibrations must be inspected and controlled by following the criteria of safe vibration [17,18]. Many construction projects implement the practice of real-time construction vibration monitoring in a compulsive manner. ...
Various construction activities (such as piling) often generate high-intensity ground vibrations that adversely affect the surrounding environment. A common way of assessing vibration impact is to conduct on-site ground vibration monitoring at several selected locations. However, as vibration sources are often not pinpointed in the construction process, this approach cannot predict the vibration intensities at locations other than those monitored points. Therefore, the localization of vibration sources (e.g., vibratory sheet pile driving location) is crucial to quantify the corresponding vibration intensities in a broad area. This paper investigates a time-based source localization method based on wave propagation characteristics derived via three-dimensional finite element modeling of vibratory sheet pile driving in an infinite half-space soil domain. Satisfactory accuracy in the localization of the vibratory driving sources was achieved in all investigated numerical examples. Field validation tests were also conducted on a construction site with ongoing vibratory sheet pile driving work. A site-specific empirical formula was adopted to model the attenuation of measured vibration intensities with the increasing distance from the localized vibration source. As such, the combined utilization of the estimated vibration source location and the adopted empirical formula can achieve vibration intensity assessment in a broad surrounding area rather than being confined to a few monitored points.
... Civil engineering construction works can be viewed as an important source of vibrations. Even when construction is for a limited time, when performed close to buildings, the generated seismic waves can disturb people and activities, cause damages to existing equipment and, in extreme scenarios, damage surrounding structures [1,2]. The activities can include pile driving, soil excavation, site clearing, truck traffic, compaction with vibratory equipment and the removal of existing buildings, among others [3,4]. ...
The automatization of construction activities, which aims to reduce the time and cost of constructions, makes impact pile driving an interesting technique. However, these activities in urban areas can generate excessive vibrations and interfere with people and structures in the vicinity. With that in mind, predicting the expected vibration levels during the project design stage is essential. Different methodologies can be employed in this task, from empirical approaches to detailed and complex numerical formulations. This paper intends to present an overview of the empirical methods and the main physics of the problem from a numerical point of view. The results obtained are then compared with experimental vibration data reported in the literature in order to discuss the adequacy of empirical and numerical methodologies in predicting ground-borne vibrations induced by impact pile driving.
... The PPV can better evaluate the structures start from damage than the PPD and PPA. The PPV is defined as the maximum velocity that a particle experiences during vibration occurrence, and it is generally used for measuring the structure damage (Svinkin 2004;Abdel-Rasoul and Mohamed 2006). Several formulas have been defined for the PPV evaluation during vibration events going from the following: peak vector sum (PVS) (Lidén 2012;Ekanayake et al. 2013) ...
Pile driving is a complex dynamic process, which induces ground movement. The generated ground vibrations have considerable
potential to damage the nearby structures and could lead to possible disturbance of building occupants. The safety of underground structures
during the driven process constitutes a significant concern. In this study, two different standards were adopted to estimate the security of
tunnels adjacent to the driven pile site. The continuous pile driving installation from the initial position to the final depth was executed
using arbitrary Lagrangian–Eulerian (ALE) adaptive mesh and element deletion methods. Through the elimination of all the simplified
hypothesis and the adoption of a three-dimensional model, consistent results compared to field monitoring were obtained. The damage of
the adjacent tunnels during the driven pile was evaluated in terms of three criteria, peak particle velocity and distance (Swiss code) and
displacement limitations (Chinese code). The effects of tunnel depths (H ) relative to pile length (L) were investigated by driving the pile
near the tunnel axis and next to and below the pile toe. The results indicated that the peak particle velocity limit value criterion could be
adopted for the safety evaluation of an existing structure during pile driving. However, the maximum allowable radial distance from the
existing structures to the pile centerline is not always an acceptable criterion to justify the safety of existing structures neighboring the driven
pile site. A peak vertical velocity is a convenient approach that can result in a reasonable evaluation of the peak particle velocity.
This paper studies the effect of wave barriers for mitigating the vibrations generated during dynamic compaction. To do so, robust and validated finite element numerical models are built with ABAQUS, and comprehensive parametric studies are performed to study the effect of barrier material such as soil-bentonite mixture and concrete, barrier geometry, and barrier location on the peak particle velocity in the vertical direction. It is observed that open trenches have much better performance than trenches filled up with soft or hard materials. Open trenches mitigate the vibrations as much as 45% while filling the trenches with concrete and soil-bentonite mixture results in 4% and 10% reduction, respectively. Furthermore, it is observed that there is no need to always fill up the trenches completely with material, and partially filled trenches can also be considered as an optimal and innovative alternative solution. All of these studies are performed considering the nonlinear behavior of the soil, which significantly affects the results. It is observed that ignoring the soil nonlinearity in mitigation of dynamic compaction vibrations results in an incorrect design of wave barriers.
The paper presents the concept of vibration measurement and reduction system for rails in hyperloop technology. It is based on the experience of measuring vibrations in high-speed rail, the first commercial magnetic rail, and vibration reduction systems for these rails. The authors outlined a conceptual vibration monitoring system based on the MQTT protocol and the vibration reduction method. The vibration reduction systems based on variable-characteristic silencers and solutions used in research centers, especially in CERNie and LIGO, were de-scribed.
A pile foundation is commonly adopted for transferring superstructure loads into the
ground in weaker soil. They diminish the settlement of the infrastructure and augment the soil bearing capacity. This paper emphases the pile-driving effect on an existing adjacent cylindrical and
semi-tapered pile. Driving a three-dimensional pile into the ground is fruitfully accomplished by
combining the arbitrary Lagrangian–Eulerian (ALE) adaptive mesh and element deletion methods
without adopting any assumptions that would simplify the simulation. Axial forces, bending moment,
and lateral displacement were studied in the neighboring already-installed pile. An investigation
was made into some factors affecting the forces and bending moment, such as pile spacing and the
shape of the already-installed pile (cylindrical, tapered, or semi-tapered). An important response
was observed in the impact of the driven pile on the nearby existing one, the bending moment and
axial forces were not negligible, and when the pile was loaded, it was recommended to consider
the coupling effect. Moreover, the adjacent semi-tapered pile was subjected to less axial and lateral
movement than the cylindrical one with the same length and volume for taper angles smaller than
1.0◦, and vice versa for taper angles greater than 1.4◦.
Excessive ground-borne vibrations induced by construction activities may pose adverse effects on the surrounding environments. On-site vibration control is typically based on vibration monitoring results at a few selected locations. However, this approach cannot predict vibration intensities at locations other than the monitored points because the locations of vibration sources are usually unknown in vibration assessment processes. The localization of impact sources (e.g., impact piling) becomes a critical problem to be addressed before vibration intensities can be quantified in a broad area instead of at several discrete points. Therefore, this paper investigates a two-stage impact source localization method based on wave propagation characteristics obtained in finite element analyses of an infinite half-space soil domain. The localization accuracy of this approach is validated by numerical examples and field experiments on a construction site with ongoing impact piling work. The results indicate that the plan coordinates of the impact sources can be localized with satisfactory accuracy. The variations of the measured vibration intensities along with the distance from the localized impact source are modeled by using an empirical formula. The estimated impact source locations and the obtained empirical formula can jointly extend vibration intensity assessment from the discrete monitored points to the global surrounding area.
A detailed impact analysis on the effects of non-explosive chemicals and hydraulic rock breakers at a graphite mine in India close to an irrigation dam was carried out in this study. The dam was 70 m away from the mining lease boundary. When a single hydraulic rock breaker worked on fractured rock mass, the magnitude of ground vibration recorded at 10 m on the same working bench was 2.37 mm/s but, when it worked on fresh rock surface, the ground vibration at 9 m on the same working bench was 4.67 mm/s. Beyond 35 m on the same bench, no ground vibrations were recorded. Ground vibrations generated by three jack hammer drilling machines operating simultaneously on the same working bench was less than 0.5 mm/s when measured at 7.2 m distance. The combined effect on the magnitudes of ground vibrations by two hydraulic rock breakers operating simultaneously on the same bench 6 m apart was found to be negligible. The ground vibrations generated by hydraulic rock breakers and other mining activities were found to be lower than required to cause any structural damage or threat to the stability to the dam.
Direct measurements were made of ground-vibration-produced structure responses and damage in 76 homes for 219 production blasts. These results were combined with damage data from nine other blasting studies, including the three analyzed previously for Bureau of Mines Bulletin 656. Safe levels of ground vibration from blasting range from 0.5 to 2.0 in/sec peak particle velocity for residential-type structures. The damage threshold values are functions of the frequencies of the vibration transmitted into the residences and the types of construction. Particularly serious are the low-frequency vibrations that exist in soft foundation materials and/or result from long blast-to-residence distances. These vibrations produce not only structure resonances but also excessive levels of displacement and strain. Threshold damage was defined as the occurrence of cosmetic damage; that is, the most superficial interior cracking of the type that develops in all homes independent of blasting. Homes with plastered interior walls are more susceptible to blast-produced cracking than gypsum wallboard. Structure response amplification factors were measured. Typical values were 1.5 for structures as a whole (racking) and 4 for midwalls, at their respective resonance frequencies. For blast vibrations above 40 Hz, all amplification factors for frame residential structures were less than unity. The human response and annoyance problem from ground vibration is aggravated by wall rattling, secondary noises, and the presence of airblast. Approximately 5 to 10% of the neighbors will judge peak particle velocity levels of 0.5 to 0.75 in/sec as less than acceptable (i.e., unacceptable) based on direct reactions to the vibration. Even lower levels cause psychological response problems, and thus social, economic, and public relations factors become critical for continued blasting.
In this paper, the results of undrained triaxial cyclic loading tests on saturated clays, both normally and overconsolidated, are reported. Compression and extension stresses are applied alternately to a soil specimen under a constant mean total principal stress. First, the behaviours of saturated clay subjected to the large number of cyclic loadings are clarified, with special attention to the excess pore pressures. Then, the residual excess pore pressare after cyclic loadings is considered in relation to the cyclic strain. Finally, the effect of the cyclic stress-strain history on the shear characteristics is investigated, comparing with that of the ordinary overconsolidation history. (A)
The generation and propagation of vibrations due to construction are discussed. The relative intensity of the vibration produced by many construction sources is identified. A brief summary of the development of suitable vibration-measuring instruments is related. Differences in current damage criteria are revealed. Future research is needed on the effects of both transient and steady-state vibrations on structures, uncured concrete, soils and underground utilities; additional research is needed on fatigue of building materials. Human response evaluation of transient vibrations also requires further research.
Uncertainty in geological stratification can strongly affect the prediction of ground and structure vibrations from construction and industrial sources. This paper presents the application of the deterministic impulse response function concept to solve the geotechnical problem of prediction of ground and structure vibrations before installation of a vibration source. This approach employs experimental impulse response functions for the considered dynamic system. These functions reflect real behavior of soil and structures without the investigation of soil and structure properties. Ways for determining dynamic loads applied to the ground from different dynamic sources are also shown. A procedure is presented to compute predicted ground and structure vibrations. Good correlation is found between predicted and measured records.
The purpose of this paper is to present an overview of recommended existing criteria of ground vibrations generated by blasting. It is shown that these criteria have limited liability because they were found for specific categories of structures. A new approach based on measurement of structure vibrations is suggested for assessment of damage in structures subjected to blasting vibrations. This approach provides the flexibility of implicitly considering a variety of soil-structure interaction and structure conditions. It is explained a new frequency-independent safe-level criterion of 51 mm/s (2 in/s) for the PPV of structural vibrations. Attention is brought to use seismographs properly calibrated for the required frequency range. Positive flexibility is demonstrated in assessment of structure and component of concern vibrations from blasting.
A method for predicting the complete time-domain vibration records of soil and structures prior to installation of foundations for impact machines is described in detail. A paper provides support for the validity of accepted assumptions about the use of impacts directly on the soil for estimating the impulse response functions, and the effect of load zone dimensions on soil vibrations. The procedures for experimental testing on a site and computing the predicted complete vibration records are developed. Resulting patterns of computed and measured vibrations are shown for block-type foundation and a foundation under a vibroisolated block for impact machine. Furthermore, the method enables us to consider the heterogeneity and variety of soil and structure properties. In particular, it is useful under nonuniform and complicated soil conditions for determination and verification of safe distances from machine foundations to objects sensitive to vibrations.
Guide to the evaluation of human exposure to whole body vibration.'' ANSI S3.18-1979 American National Standards Institute ͑ANSI͒. ͑1983͒. ''Guide to the evaluation of human exposure to vibrations in buildings.'' ANSI S3
- American National
- Standards Institute
- ͑ansi͒ ͑1979͒
American National Standards Institute ͑ANSI͒. ͑1979͒. ''Guide to the evaluation of human exposure to whole body vibration.'' ANSI S3.18-1979, New York. American National Standards Institute ͑ANSI͒. ͑1983͒. ''Guide to the evaluation of human exposure to vibrations in buildings.'' ANSI S3.29-1983, New York.