Analysis Of Pile Under Lateral Loads Using Alp Module-PDF Free Download

to pile cap resistance to lateral loads. The focus of the literature review was directed towards experimental and analytical studies pertaining to the lateral resistance of pile caps, and the interaction of the pile cap with the pile group. There is a scarcity of published information available in the subject area of pile cap lateral resistance.

To observe the design capacity, a test pile is constructed and estimated load is given upon the designed pile. There are three kinds of static pile load testing. 1. Compression pile load test. 2. Tension pile load test. 3. Lateral pile load test. A lobal Journal of Researches in Engineering V olume XVI Issue IV Ve rsion I 41 Year 201 E

The nonlinear springs are defined using API p–y curves at regular depth . intervals, where p represents the lateral soil resistance per unit length of the pile and y is the lateral deflection of the pile (API, 2007). As it was discussed before response of a single pile is different from response of a pile in a pile group due to group effect. One of the most common methods of accounting for .

capacity are not enough to cover the combination of the tension and lateral load applied on the pile head. In this case we need to somehow increase the pile capacity (increase pipe section or use an external casing on the top of the pile). Table: Analysis and Checking Summary table. Figure: Pile bearing capacity (cylinder method) and settlement.

within some of the piles to measure lateral pile deflections. Measured results were presented for a pile that had a diameter of 1.2 m and was located 5.7 m away from the tunnel axis line. At the pile location, the depth h of the tunnel axis level was approximately 15 m. The pile was treated as a single pile and the analysis was done.

2.2 High-Strain Dynamic Pile Testing. 2.2.1 The contractor shall perform dynamic pile testing at the locations and frequency required in accordance with section 4.0 of this special provision. 2.2.2 Dynamic pile testing involves monitoring the response of a pile subjected to heavy impact applied by the pile hammer at the pile head.

The pile driving analyzer (PDA) was developed in the 1970's as a method to directly measure dynamic pile response during driving. As the name implies, it was developed to analyze pile driving and evaluate pile driveability, including the range of stresses imparted to the pile, hammer efficiency, etc.

PHC pile, with a diameter of 1000mm and a wall thickness of 130mm , is adopted for the wall pile frame structure of this project. The pipe pile prefabrication is carried out by dalian prefabrication factory. The parameters of the PHC prestressed concrete pipe pile are as follows: Table 1 parameters of PHC pile of wall pile frame structure .

Under seismic loads, deep foundations with fixed pile/pile-cap connection may be subjected to a large curvature demand at the pile head. Damage induced by local inelastic deformation depends on the . A common approach for seismic design of pile foundations assumes that a laterally loaded soil-pile system can be analyzed as a flexural member .

sheet pile and ground vibrations during sheet pile vibratory driving. And second, to analyze a selected portion of the collected data with focus on the sheet pile - soil vibration transfer. Both aspects of the thesis work aim, more generally, to contribute to the understanding of ground vibration generation under vibratory sheet pile driving.

pile. 1.3 Influence of Cushion Stiffness on Permanent Set of Pile. In order for a pile to penetrate under one blow of the hammer the impulsive force transmitted by the ram-cushion system must be of sufficient magnitude to overcome the inertia of the pile as well as yield the soil along the side o.f the pile and at the point. Once

pile bending stiffness, the modulus of subgrade reaction (i.e. the py curve) assessed based on the SW model is a function of the pile bending - stiffness. In addition, the ultimate value of soil-pile reaction on the py curve is governed by either the flow around failure of soil or the plastic hinge - formation in the pile. The SW model analysis for a pile group has been modified in this study .

Pile Type Helical Pile (Steel Pipe with Helixes) Pile Section PP4.5x0.337 Steel Material Fy 80ksi Pile Depth (Total) 39 ft Helixes 3 Plates (D 12, 14 and 16 in), Thickness: 0.5in DeepFND Features and Capabilities DeepFND is a powerful software for the design and analysis of any pile type. Perform Structural and Geotechnical

4. The next step is the design of pile-groups, which settlements are larger than that obtained for a single pile. However this research evalu-ates a single pile, which can be considered as a first step in design of pile foundation. Settle-ment of a single pile is a prerequisite for esti-mation of pile-group settlements (either from

Ch. 9- Piles and Pile-Driving Equipment Layla Ali Ghalib-(2013-2014) CH.9-6 9.9. Pile Hammers: The function of a pile hammer is to furnish the energy required to drive a pile. Pile-driving hammers are designated by type and size. The types commonly used include the following: 1.

an approved mix design. In secant pile wall construction, it is necessary for the secondary male pile bore to be cut into the concrete of the primary female pile concrete to produce a water-resistant pile interlock. The accuracy and efficiency of the cut and the pile verticality that can b

Calculation of Pile Capacity To determine pile capacity for each pile load test, WSDOT . average pile capacity-the mean pile capacities were 188.1, 182.2, and 178.3 tons for the D-over-30, elastic tangent, and . In the example shown in Figure 1, it can be seen that the EN formula, without including any safety factor, significantly .

Hammer Cushion 2176 kips/in Pile Cushion 1800 kips/in COR of P.C. 0.500 Skin Quake 0.100 in Toe Quake 0.100 in Skin Damping 0.200 sec/ft Toe Damping 0.150 sec/ft Pile Length Pile Penetration Pile Top Area 52.50 49.20 144.00 ft ft in2 Pile Model Skin Friction Distribution Res. Shaft 92 % (Proportional)

Each sheet pile consisted of two 32-inch wide, 40-foot-long Z-shaped steel sheet piles interlocked to form a "paired" or "double sheet" pile that weighed approximately 4,000 pounds. The sheet pile was not secured to the crane; it was only held by the hydraulic clamp on the pile driver. When the sheet pile was being driven

shownthe pile top are not developed (strands were not shown and sheain Fig.1c for clarity), and flexural capacity of the pile at rethe pile to pile cap interface depends on yielding of the Perfmild steel dowels (position 3) developed into the "shear plug" and into the pile cap. Note: The term "shear plug" detail (Figures 6a and

case. Designing a pile group is a difficult and sometimes very time-consuming task. One of the main reasons is that a pile group has a great number of input parameters and variables. There are geometric parameters such as the pile cap thickness, pile type and diameter, location, angle of rotation and batter (slope) of the piles and pile length.

vibratory hammer to install the entire sheet pile proposed cut-off wall was not feasible. The Port's engineer has developed an alternative system; a combination pipe pile and sheet pile wall ("combi-wall"), which consists of -six (ninety96) 20-inch steel pile with sheet pile supported between each pair of pile.

Example 1-1: Single 24" Pipe Pile in Sand (Reese) Problem Description: Analyze a single 24" pipe pile subjected to lateral loading. The pile is embedded in a single layer of sand (Reese). The pile is assumed to remain linear elastic. 24" Pipe Pile Section File: Example_1-1.in 10 ft 56.7 ft Sand (Reese) P φ 32 k 60 pci γ 110 pcf .

The most common pier construction consists of open, pile supported structures which include a decking system constructed on a pile foundation. The foundation contains a series of evenly spaced pile groups, or bents, as shown in Figure 2. The pile bents may be further strengthened to resist lateral loads by the addition of batter piles or by .

Fig. 5 Rotary Driven Pipe Pile Schematic Pile lateral capacity was calculated using L-Pile Software by Ensoft, Inc. The upper soils were modeled as soft clay using pre-programmed p-y curves with buoyant unit weight of 65 pcf, cohesion of 400 psf, and strain at 50% peak strength of 0.02. The predicted lateral deflection of the pile head was

Pile Driving Analysis -Simulation of Hammers, Cushions, Piles, and Soil Chapter I INTRODUCTION General Background The problem of pile-driving analysis has been of great interest to engineers for many years. Ever since the first engineer proposed a method for predicting the load carrying capacity of a pile, the whole subject of pile

Earthquake Lateral Force Analysis The design lateral force shall first be computed for the building as a whole. This design lateral force shall then be distributed to the various floor levels. There are two commonly used procedures for seismic design lateral forces: 1. Equivalent static force analysis 2. Dynamic analysis

pile-soil stress ratio of CFG pile composite foundation under high-speed railway. Xu et al(2016) took the railway subgrade treated with "CFG pile compaction pile" as an example, presented the calculation method of composite modulus for the composite foundation settlement, and the result agreed well with the engineering practice.

and the lateral surface area. Solve for the height. 16:(5 10.0 cm The surface area of a cube is 294 square inches. Find the length of a lateral edge. 62/87,21 All of the lateral edges of a cube are equal. Let x be the length of a lateral edge. 16:(5 7 in. Find the lateral area and surface area

1. femur 2. medial condyle 3. medial meniscus 4. posterior cruciate ligament 5. medial collateral ligament 6. tibia 7. lateral condyle 8. anterior cruciate ligament 9. lateral meniscus 10. lateral collateral ligament 11. fibula 12. lateral condyle/epicondyle 13. lateral meniscus 14. lateral collateral ligament 15. medial collateral ligament 16 .

The allowable bearing capacity of soil is calculated by Myerhof's and SPT methods. The size of spun pile is used outside diameter 16″ and thickness 3″ slender shape. The pile working load from materials for spun pile is 60 tons. The required length for 60 tons spun pile regard to 85 ft according to calculation of the allowable bearing .

quay types are gravity-based quay walls, sheet pile quay walls and pile-deck structures. The observed trend in seismic quay design is that gravity and sheet pile type structures (i.e. retaining walls) are associated with areas with zero to low seismicity while pile-deck structures are generally the preferred solution in areas with higher .

Weight of pile above scour level Wp1 220.893 kN Weight of pile below scour level Wp2 301.548 kN Tota l ultimate resistance of pile Qsf Qb – Wp2 8717.452 kN Allowable load (8717.452 / F.S.) – Wp1 3266 kN. From above calculations, Required depth 26.03m below design seabed level E.G.L. ( ) 1.15 m CD . International Journal of Engineering Trends and Technology (IJETT) – Volume .

the pile and the soil. The deflection of the pile and the lateral resistance of the soil are interdependent; therefore, because of the . Nonlinearity of the soil, and sometimes of the pile, iterative techniques are almost always necessary to achieve a solution for a particular case of loading on the pile. In Finite Difference Method at each of the

Pile designers therefore looked at calculation based on theoretical soil mechanics. 16 Geotechnical Design to EC7 13 January 2017 Layer 1 Layer 2 Layer 3 L 1 L 2 L 3 Q s1 Q s2 Q s3 Q b Ultimate pile resistance Q u Q s Q b Traditional Pile Design to BS 8004. 17 Geotechnical Design to EC7 13 January 2017 Traditional Pile Design to BS 8004 The usual approach is to divide the ground into .

pile resistances or pile resistances calculated from profiles of test results into characteristic resistances. Pile load capacity – calculation methods 85 Case (c) is referred to as the alternative procedure in the Note to EN 1997-1 §7.6.2.3(8), even though it is the most common method in some countries. Characteristic pile resistance from profiles of ground test results Part 2 of EN 1997 .

TABLE A—MINIMUM CLEARANCE DISTANCES – Referenced on Page 2 of this manual . PDCA Pile Driving Safety Standard 7 Pile Driving Contractors Association – A Driven Pile Is A Tested Pile! E. Update your Utility Location Ticket _ every 15 days a) Overhead Electrical Lines

on each pile head, where each zone may be up to three times the pile diameter in width. In BS 5400 the corresponding zones are limited to only one pile diameter in width over each pile head. The Eurocode for concrete design (BSI 2004) has less specific guidance for pile caps (Clause 9.8.1) than the UK Standards.

Design of pile group Most of the pile foundations consist not of a single pile, but of a group of piles, Which act in the double role of reinforcing the soil, and also of carrying the applied Load down to deeper, stronger soil strata failure of the group may occur either by the failure of individual pile or as failure of the overall block of soil the supporting Capacity of group of vertically .

different soil-pile parameters would affect the soil-pile response. The parametric study has indicated that the E-modulus of the soil and pile spacing have larger impact on the soil-pile response than the hysteretic damping property. Finally, velocity from field measurement is comp