Showing papers on "Embedment published in 2004"

Lateral and Upward Soil-Pipeline Interactions in Sand for Deep Embedment Conditions

Abstract: The soil–pipeline interactions in sand under lateral and upward movements are investigated with particular attention to the peak forces exerted on the pipe. The analytical solutions for estimating the peak forces are summarized and it is shown that, for deep embedment condition, there is large uncertainty in the true values since the bounds established by the analytical solutions are large. In order to find the solution for the peak force and to investigate its transition from shallow to deep failure mechanism, finite element analyses of lateral and upward pipe movements are performed for different embedment conditions. Two different soil models (Mohr–Coulomb and Nor–Sand models) are used for the simulations. The accuracy of the analysis is first examined by simulating experimental tank tests. The analysis is further extended to deeper embedment ratios of as large as 100. The obtained finite element results are used to construct a design chart for deep embedded pipelines.

Model studies of embedded circular footing on geogrid-reinforced sand beds

Abstract: This paper describes laboratory model tests to determine the bearing capacity of an embedded circular footing supported by multiple layers of geogrid-reinforced sand beds. The embedment depth ratio of the footing was varied from zero to 0·6. The tests were conducted with one variety of geogrid in sand compacted to 70% relative density. Besides load settlement data, deformations on fill surface, strain in geogrid layer and pressure distribution in soil subgrade (below the geogrid layers) were measured. The test results demonstrate that the ultimate bearing pressure increases with embedment depth ratio of the foundation. With the provision of multiple layers of geogrid reinforcement in the sand bed, high-performance improvement is obtained, in terms of both increase in bearing capacity and reduction in surface deformation. Also, the footing pressure is redistributed more uniformly over a wider area on the subgrade soil. Strain measurements in the geogrid layers indicate that the geogrid reinforcement is mor...

High Holding Power Torpedo Pile: Results for the First Long Term Application

Abstract: Petrobras developed a new kind of anchoring device known as Torpedo. This is a steel pile of appropriate weight and shape that is launched in a free fall procedure to be used as fixed anchoring point by any type of floating unit. There are two Torpedoes, T-43 and T-98 weighing 43 and 98 metric tons respectively. On October 2002 T-43 was tested offshore Brazil in Campos Basin. The successful results approved and certified by Bureau Veritas, and the need for a feasible anchoring system for new Petrobras Units in deep water fields of Campos Basin led to the development of a Torpedo with High Holding Power. Petrobras FPSO P-50, a VLCC that is being converted with a spread-mooring configuration will be installed in Albacora Leste field in the second semester of 2004. Its mooring analysis showed that the required holding power for the mooring system would be very high. Drag embedment anchors option would require four big Anchor Handling Vessels for anchor tensioning operations at 1400 m water depth. For this purpose T-98 was designed and its field tests were completed in April 2003. This paper discusses T-98 design, building, tests and ABS certification for FPSO P-50.Copyright © 2004 by ASME

Uplift capacity of rapidly loaded strip anchors in uniform strength clay

Abstract: The behaviour of horizontal strip anchors buried in clay is examined in this paper. A brief critique of the various approaches suggested for the design of these anchors is presented, with emphasis placed on estimation of the ultimate load that these anchors can withstand when loaded rapidly in uplift under undrained conditions. Possible mechanisms of failure are reviewed, including shear and tensile failure within the soil and the development of suction within the pore fluid, and the results of finite element predictions are compared with experimental data for ultimate loads. The analyses reveal that the behaviour of strip anchors in uplift is a function of the following non-dimensional parameters: H/B, γH/c and uc/c, where H is the depth of embedment of the anchor, B is the width of the strip anchor, γ is the unit weight of the soil, c is its undrained shear strength, and uc is the magnitude of the maximum tensile stress that can be sustained by the pore water in the soil. It is demonstrated that the ult...

Dynamic response of footings resting on a sand layer of finite thickness

Abstract: Dynamic response of foundations depends on several factors, namely, size and shape of the foundations, depth of embedment, soil profile and properties, frequency of loading, and mode of vibration. An attempt was made in this Technical Note to investigate the dynamic behavior of foundations resting on a sand layer underlain by a rigid layer. Model block vibration tests were carried out in a pit of size 2.0 m×2.0 m×1.9 m using a concrete footing of size 0.4 m×0.4 m×0.1 m and a vertically acting rotating-mass type mechanical oscillator. Using locally available river sand, a sand layer of six different thicknesses was prepared, and, for each thickness, tests were carried out for two different static weights and three different dynamic loadings. It was observed that the resonant frequency decreases with an increase in layer thickness and it nearly equals that of the half-space when the thickness of the layer is more than three times the width of the footing. It was also observed that the radiation damping of the sand layer was affected by the presence of a rigid layer at bottom. Inclusion of rigid layer causes a 9.8% reduction with respect to homogeneous sand condition even for a sand layer of thickness four times the width of the footing.

Performance of Corrugated Metal Ties for Brick Veneer Wall Systems

Abstract: An experimental study is reported to evaluate corrugated metal ties for attaching brick veneer walls to wood framing, subjected to lateral loads in the in-plane and out-of-plane directions. Typical residential and light commercial brick veneer construction in the central and southeastern U.S. was characterized, and subassemblies comprising two bricks, a wood stud, and a corrugated metal wall tie were tested to capture the local performance of overall wall systems rather than of just the tie itself. Test parameters included tie thickness, initial offset displacement, attaching method of ties to wood studs, and type of loading (including cyclic). Reduced eccentricity (with sheathing), as well as embedment length, were also evaluated. Typical failure modes included nail pullout from the wood stud, tie pullout from the mortar joint, and tie buckling. Tie thickness and eccentricity affected tension stiffness, whereas embedment length affected tension strength. Experiments on full-scale wall systems over wood framing on a shake table are underway.

Simplified Lateral Load Analyses of Fixed-Head Piles and Pile Groups

Abstract: The characteristic load method (CLM) can be used to estimate lateral deflections and maximum bending moments in single fixed-head piles under lateral load. However, this approach is limited to cases where the lateral load on the pile top is applied at the ground surface. When the pile top is embedded, as in most piles that are capped, the additional embedment results in an increased lateral resistance. A simple approach to account for embedment effects in the CLM is presented for single fixed-head piles. In practice, fixed-head piles are more typically used in groups where the response of an individual pile can be influenced through the adjacent soil by the response of other nearby piles. This pile–soil–pile interaction results in larger deflections and moments in pile groups for the same load per pile compared to single piles. A simplified procedure to estimate group deflections and moments was also developed based on the p-multiplier approach. Group amplification factors are introduced to amplify the si...

Experimental and Analytical Investigations of the Dynamic Response of Adhesively Bonded Single Lap Joints

Abstract: Dynamic response of single lap joints, subjected to a harmonic peeling load is studied theoretically and experimentally. In the theoretical part, dynamic response of a single lap joint clamped at one end and subjected to a harmonic peeling load at the other end is investigated. Adherents are modeled as Euler-Bernouli beams joined in the lap area by a viscoelastic adhesive layer Both axial and transverse deformations of adherents are considered in deriving the equations of motion. The effects of adhesive layer thickness, mechanical properties and its loss factor on the dynamic response of the joint are investigated. Furthermore, effects of defects such as a void in the lap area on the dynamic response of the joints are studied. The results showed that frequencies where peak amplitudes occurred were little dependent on the adhesive loss factor However, peak amplitudes reduced for joints with a higher adhesive loss factor. Furthermore, the results indicated that for the joint geometries and properties investigated the system resonant frequencies were not affected by the presence of a central void covering up to 80% of the overlap length. In the experimental part, single lap joints were fabricated using 6061-T6 Aluminum. Adherents were joined together using Hysol EA 9689 adhesive film. Joints with various central voids were manufactured by removing adhesive film from the desired area of lap joints prior to bonding adherents. Dynamic responses of the joints were investigated using the hammer test technique. The system response was measured using both an accelerometer and a noncontact laser vibrometer. The natural frequencies of the joints obtained by using the laser vibrometer were very close to those obtained theoretically. However, natural frequencies obtained by using an accelerometer depended on the accelerometer location in the system, which was attributed to its mass contribution to the overall system mass. A central void covering less than 80% of the overlap length had little effect on the system resonance frequencies. This was in agreement with the theoretical results. In contrast total system-damping ratios were a function of the void size. Joints without a void exhibited higher damping.

Fibre optic chemical sensor systems for internal concrete condition monitoring

Abstract: Methods for estimating the lifetime of reinforced concrete structures are being investigated with a fiber optic chemical sensor system, using a sol-gel as the matrix for the active material, for embedment in concrete for evaluation and testing. Results are presented on recent work.

Stay-in-Place Fiber Reinforced Polymer Forms for Precast Modular Bridge Pier System

Abstract: This paper presents an innovative modular construction of bridge pier system with stay-in-place fiber reinforced polymer (FRP) forms filled with concrete. Two 1/6 scale precast modular frames were prepared of a prototype bridge pier system. Three different types of connections were considered: male-female, dowel reinforced with or without tube embedment, and posttensioned. The frames were load tested in negative and positive bending. Subsequently, the cap beams were cut from the frames and tested to failure in four-point bending. Posttensioned joints exhibited the most robust and ductile behavior and proved to be the preferred method of joining stay-in-place forms. Even with dowel bars, the male-female joints lacked the necessary structural integrity in the pier frames. Better surface preparation for FRP units and higher quality grouting may improve the response. Embedment of the columns into the footing provided additional stiffness for the connection. The study indicated that internal reinforcement is not necessary for the stay-in-place forms outside the connection zone. The experiments also showed the importance of maintaining appropriate tolerances and match casting for male-female and embedment connections. Overall, however, feasibility of the precast modular FRP system was demonstrated in this study.

Pipeline-Seabed Interaction in Soft Clay

Abstract: Offshore pipelines laid on the seabed in a snake configuration and transporting hydrocarbon products under high pressure/high temperature are becoming a cost effective alternative to trenching and burial. However, there appears to be a major disparity between the level of sophistication and accuracies inherent in the structural FE models used for expansion and lateral buckling analysis of pipelines, and the degree of crudity in adopting and using Coulomb friction values. This Paper reports the findings of a programme of geotechnical finite element analyses performed for a project where some 91km of 26” gas pipeline was designed to be laid in a snake configuration. The seabed soils were predominantly very soft clay. The ABAQUS/Explicit finite element program was used with an adaptive meshing technique to analyse the embedment and large lateral ploughing movements of the pipelines by a distance of several diameters. It was found that the FE model predicts the initial pipeline embedment into soil accurately and rectifies the inaccuracies inherent in published plasticity-based closed form solutions. A new non-dimensional relationship is proposed for estimating pipeline embedment in soft clays. The effect of important parameters such as the soil-pipeline interface friction, operating submerged weight and initial embedment, were all captured. Predicted cyclic lateral ploughing showed similarities to the observed response in reported model tests. The results were used in the structural FE model of the pipelines to analyse the expansion and lateral buckling problems and hence design the number and critical lay curvature of snakes as well as other important features.Copyright © 2004 by ASME

Pullout capacity of spatial anchors

Abstract: This paper discusses the pullout capacity of spatial anchors in soil under applied vertical force. In field tests, the pullout forces were gradually increased and the ground surface displacements measured in two profiles perpendicular to each other. The laboratory and field tests were performed for several embedment depths and anchor diameter ratios in the same sand and under the same conditions. The anchor pulling was also laboratory‐tested so that the vertical anchor displacements were given and the corresponding force intensity measured. The finite element method was used for the pullout force computation in test cases. The relations between displacements and pullout forces obtained by the laboratory tests, field tests and numerical computations were statistically analysed. Owing to gradual convergence of pullout forces towards the limit value, the exponential function was adopted as an approximation curve. The two obtained constants of the function represent the significant mechanical characteristics. The first is limit pullout force and the second gives the total stiffness of the soil mechanical system.

Behavior of Square Footings on Single Reinforced Soil

Abstract: Increasing the bearing capacity of soils has been an important issue thousands of years ago till the time being. In 1960's the French Road Research Laboratory conducted an extensive study to evaluate the benefits of using reinforced soil as a construction technique. Nowadays, it is still an aim to increase the soil bearing capacity either through adding inclusions or through reinforcing sheets. The study aims to demonstrate the effects of embedment ratio and the length ratio of the reinforcing element on the bearing capacity of sand. About fifty plate-loading tests were conducted on steel square model footing of side dimension (B) equal to 100 mm. The effect of relative density of sand, the embedment ratio, and the length ratio of the reinforcing material were studied. It was revealed that the soil reinforcement might successfully increase the bearing capacity. Also it was found that the improvement in the bearing capacity of sand of lower relative density is more pronounced compared with higher relative density sand. The bearing capacity ratio (BCR) was found to be inversely proportional to the relative density of the sand. The most efficient length ratio (L/B) of the soil reinforcement was found to be 3.00, and the optimum embedment ratio (d/B) was found to be 0.30. Finally, the reinforced sand exhibited a failure mode that resembles typical punching-shear failure

Modeling Mechanical Fasteners in Single-Shear Lap Joints

Abstract: One central issue in damage tolerance analysis is the evaluation of stress intensity factors for cracks at fastener holes in mechanically fastened joints. Accurate solutions for stress intensity factors may be difficult to determine due to geometric complexity, along with variations in fastener load transfer and fastener interference. Detailed finite element models that include specific aspects of fastener geometry may be developed for lap joint analysis, but such representations are often impractical for large lap joints involving many fasteners. A methodology is derived that efficiently depicts mechanical fasteners in lap joints using finite elements. Fastener material properties are determined, based on an empirical force-displacement relationship, for highly refined fastener models, as well as for idealized spring element representations of fasteners. The two fastener characterizations are used in combination to develop computationally efficient models for determining loads, stresses, and stress intensity factors for cracks in lap joints. Parametric studies involving single-shear lap joints with three rows of fasteners indicate that both fastener representations provide comparable load transfer and relative displacement between mating sheets for a variety of fasteners. These studies also suggest that the particular fastener material has relatively little effect on stress intensity solutions, whereas the fastener diameter has a significant effect. Residual strength predictions are obtained for large bolted lap joints with multiple site damage, which are consistent with experimental results from the literature.

Behavior of Timber Pile-to-Cap Connections under Cyclic Lateral Loading

Abstract: The pile-to-cap connection is a critical region in the structure that may experience inelastic behavior during severe earthquake ground motions. Although timber piles are extensively used in construction, little research has been devoted to studying the behavior of timber pile-to-cap connections under cyclic lateral loading, or to develop an improved understanding of the seismic design requirements of these connections. This paper presents an experimental investigation to assess the strength capability of timber pile-to-cap connections. The experimental study was conducted on full-scale timber specimens with different embedment lengths of the pile into the concrete beam. On the basis of the experiments, a theory to predict the lateral capacity of such connections was developed. The study highlighted the significance of wood compression perpendicular to the grain, wood hardness, and embedment length of pile into cap in evaluating the performance of such connections under lateral loads.

Comuarative Evaluation on Strength of Several Grout-filled Splice Sleeve

Abstract: In this study, the tensile strength of 321 full-sized grout-filled splice steeve specimens were compared and analyzed in order to afford the data for a reasonable and economical design of this system. The experimental variables analyzed in this study were embedment length of reinforcing bars, compressive strength of grout, sleeve geometry, loading pattern and final failure mode of specimen. Following main conclusions are obtained : 1) The strength of grout-filled splice sleeve tends to be improved with increasing compressive strength of grout and embedment length of reinforcing bars. Specially this tendency appears apparent in specimens of bond failure rather than rebar failure. 2) The results of this study show that the sleeve geometry have influence on the bond strength of grout-filled splice sleeve. 3) The grout-filled splice sleeve of bond failure don't show the difference of tensile strength according to size of rebar. 4) It is verified that the tensile strength required in ACI and domestic code is retained either when the compressive strength of grout over 70 MPa is used with embedment length of reinforcing bars over 4.5d or when the compressive strength of grout over 80 MPa is used with embedment length of rebars over 3.9d. 5) It is verified that the tensile strength required in AIJ code is retained in case when the embedment length of reinforcing bars is 0.8 times the rebar diameter longer than in ACI code.

The Iowa Formula It's Use and Misuse when Designing Flexible Pipe

Abstract: This paper discusses the derivation and publication of the "Iowa Formula " (Spangler, 1941), and its later modification by Watkins (1958). In use today by many publications, the modified Iowa Formula was derived to predict ring deflection of flexible culverts, and is currently being misused as a design equation to determine wall thickness of pipe materials. The Iowa Formula demonstrates the importance of the soil on ring deflection. It overpredicts ring deflection because compression of sidefill soil is not uniaxial and elastic; but, rather, is a biaxial compression of particulate soil. The Iowa Formula for predicting ring deflection was not intended for the design of the pipe wall thickness. On the contrary, it shows that ring deflection is primarily a function of the soil embedment, not the ring stiffness of the pipe. Moreover, the properties of soil are imprecise. Published USBR values of an elastic soil modulus are based on backcalculations of the Iowa Formula from ring deflections of existing installations, all of which disregard height of soil cover. This simplification proliferates the severe conservatism of the Iowa Formula for pipe wall thickness design. Because of the importance of wall thickness in the economic design of pipeline systems, proper analysis of embedment should be optimized for structural performance and costs. The intent of this paper is to analyze the variables in the Iowa Formula based on the original intent and to give guidance to its use for pipeline design. Alternate methods of analysis are also presented, based on fundamentals of engineering mechanics and correct properties of materials.

Project-specific steel sheet piling applications

Abstract: Hot-rolled, heavy-gauge steel sheet piling has advantages over other available products including concrete, vinyl, and fiberglass-reinforced polymers for bulkhead and deep-excavation applications. For FEMA seawall bulkheads, steel sheet piling provides the only practical structural solution available. For deep excavations, steel sheet piling typically provides the most economical solution for the conditions encountered in braced trench and cofferdam construction. A steel sheet pile wall consists of a continuous row of interlock- ing vertical segments that form essentially a straight wall that is capable of acting integrally. There are two primary types of steel sheet pile wall structures: cantilevered and anchored. Walers are commonly used in conjunction with tiebacks to construct anchored sheet pile walls. Tiebacks are typically installed as either ground anchors or anchor rods secured to deadmen. Cofferdams are a special form of steel sheet pile construction in which the method of resistance to soil forces is provided through the ability of the circular footprint to function either as a compression or tension ring. The design of sheet pile walls involves the evaluation of loads imposed by soil, water, surcharging, and other externally applied forces. The analysis of a sheet pile wall includes a determination of the required depth of embedment, sizing of any anchorage systems, and verification that the actual flexural stresses do not exceed the allowable. Safety factors are typically included in the determination of the minimum embedment depth.

Monitoring Results of an Instrumented, Mechanically Stabilized Earth Wall: Comparison with Current Practice

Abstract: A field instrumentation and monitoring study on a 52-ft (15.8-m) high mechanically stabilized earth wall was undertaken. The field monitoring program was carried out on different sections along the wall, representing three different wall heights and two geometries. Monitoring results pertaining to reinforcement working forces, earth pressures at the base of the reinforced soils, and wall deformations are presented. The magnitudes and locations of maximum axial forces measured in the reinforcement are discussed and compared with the predictions by the method adopted by the Federal Highway Administration (FHWA) and the load and resistance factor design (LRFD) method. Comparisons between the field measurements and the design methods for the tallest section with straight backfill (simple geometry) indicated that the LRFD method predicted the reinforcement forces more closely than the FHWA-adopted method. However, both methods failed to predict the locations and magnitudes of the maximum axial forces that developed in the reinforcement at the wing-wall section (sections with three-dimensional sloping backfill). The geometry of the wall and backfill, the type of wall-facing panels, and the interpanel connections appear to influence the deformation and settlement response of the reinforced earth wall. From the measured reinforcement wall connection forces, it was determined that the connection forces depended on the depth of embedment and the shape of the line of limiting equilibrium. The vertical pressure measurements deviated from those predictions by the three methods: Meyerhof, trapezoidal, and uniform distribution. These discrepancies are attributed to the lack of knowledge of the influences of the wall-facing element and the frictional stresses that may have developed along the interface between the retained soil and the reinforced soil mass.

Rotary steel pipe pile for embedment

Abstract: PROBLEM TO BE SOLVED: To obtain a stable embedding steel pipe pile which rotatably and deeply propels a hollow steel pipe 1 with ease in the ground without discharging excavated soil. SOLUTION: A closing disk 2 having a larger diameter than the steel pipe 1 is provided in the lower end of the steel pipe 1, and a flange 2' is formed at the outer periphery of the lower end. A tabular cutting blade 3 is provided downward at the center of the under face of the circular disk 2, and further, curved spoke-shaped cutting blades 4 extending from the central part to the outer periphery of the flange 2' are provided in the symmetrical positions. The external end of the cutting blades 4 is projected a little from the periphery of the flange. COPYRIGHT: (C)2004,JPO

Discussion on theoretical formulae of lateral friction resistance for pipe-jacking

Abstract: The jacking force consists of the face pressure and friction resistance. It is influenced by many factors. After analyzing the existing formulas, the reasons of the different results, which are calculated from circle pipe and the rectangular pipe, are found. The existing calculation formulas of frictional resistance have some problems. When the soil is well and the depth of embedment is enough, a pressure arch will be formed; therefore the existing formulas are unreasonable to calculate the frictional resistance. In the real engineering, the friction resistance does not increase by the depth of embedment illimitably. From the theory of pressure arch, getting the distribution of soil pressure, to improve the calculation formulas of frictional resistance a little. Through the comparison of example, when the pressure arch will be formed, the result which is calculated by the formulas of this article is more reasonable.

Multi-use eyeglasses for close and/or far range viewing, has manual adjusters attached to support arms of embedments to adjust effective vertical distance between each embedment and knob support

Abstract: The multi-use eyeglasses (201) has manual adjusters (216) attached to support arms (243,244) of embedments (204,205) to adjust effective vertical distance between each embedment and knob support (211).

Embedded joint for embedment type joint of highway bridge and embedment type joint of highway bridge

Abstract: PROBLEM TO BE SOLVED: To prevent cracks from generating in the continuous pavement of the joint section of a highway bridge. SOLUTION: Concrete sections 24, 24 are formed in highway bridge bodies 21, 21 at both sides of an expansion space 22 to form steps 25, 25. Rubber materials 2 and a plurality of load receiving plates are laminated. An embedded joint 1 in which side face plates 9, 9 are perpendicularly overhung upward from ends of the lower face plates 7, 7 are fixedly stuck to the side face of the rubber material 2 is provided on the steps 25, 25 so as to stride over the expansion space 22. Continuous pavements 42, 44 are formed on the embedded joint 1. COPYRIGHT: (C)2004,JPO

Concrete floor slab in lightweight filling method, anchorage embedment block used for fixing anchor, and fixing structure using the same

Abstract: PROBLEM TO BE SOLVED: To simplify site construction by improving a fixing structure of a connection part of a concrete floor slab and an anchor head part in a lightweight filling method using an EPS block or the like as lightweight filling. SOLUTION: An anchorage embedment block 60 (70) provided with a first through hole 61 in which the edge of the anchor 6 penetrates in a fixed part of the concrete floor slab 5 and the anchor 6; and a second through hole 62 in which a crest side end of a connection bar 51 embedded in the concrete floor slab 5 penetrates is used. In the anchorage embedment block 60, an axial line of the second through hole 62 is oblique to an axial line of the first through hole 61, and a fixed point of the connection bar 51 and a fixed point of the anchor 6 is a mutually reverse face. COPYRIGHT: (C)2004,JPO

Embedment method for pipe pile and embedment apparatus for the same

Abstract: PROBLEM TO BE SOLVED: To directly give a rotary drive force near the lower end on which the maximal excavation resistance is caused by a drive shaft inserted in a pipe pile hole originally possessed by the pile to remove the cause of twist between the upper and the lower ends of a conventional pipe pile and soundly embed the pile. SOLUTION: In the embedment method of a pipe pile 6, the pile 6 is embedded in a vertical hole 28 while self-digging the hole 28 into the ground 25 by rotation of the pile 6. A drive shaft 17 is inserted into the pile hole 15 from the upper end of the pile 6. A motor 26 is installed in the vicinity of the upper end of the shaft 17. The shaft 17 is rotated by the rotary force of the motor 26. The vicinity of the lower end of the shaft 17 is detachably engaged with the pile 6 in the near position of the lower end of the hole 15. The rotary force of the shaft 17 imparts near to the lower end of the pile 6 to self-dig the vertical hole 28. COPYRIGHT: (C)2004,JPO

A Simplified Method for Dynamic Response Analysis of Soil-Pile-Building Interaction System in Large Strain Levels of Soils - Analysis for Building with Embedment and Pile

Abstract: We propose a simplified model to simulate the dynamic response of soil-pilebuilding interaction with embedment at large soil strain. The model consists of the Sway-Rocking model and an equivalent linearization method. Results of scalded shaking table tests were used to evaluate the accuracy of the proposed method. A part of the model ground was made of Plasticine and oil, whose stiffness and damping dependency on strain are similar to those of clayey soils. The input motion used are 1968 Hachinohe EW and 1940 El Centro NS and the peak accelerations were set to be 100, 300 600 cm/s 2 at the shaking table. Test results show the average maximum soil strain was 0.001 to 0.013 and the natural frequency and the amplification factor decreased by 58% and 41%, respectively. The transfer functions between the ground surface and the building obtained by the analysis and those obtained from the tests were very close. The difference in peak acceleration at the building obtained from the test and analyses were within