Numerical simulation of staged-construction modeling of large-diameter steel pressure pipes is accompanied by several complexities. Finite-element (FE) analysis was performed to simulate the behavior of buried steel pipes during staged-construction installation. The model deflections during the staged-construction process were verified with four different experimental soil box test results. The FE model and its associated analysis algorithm considered large deformation using total Lagrangian formulation. The material and contact nonlinear algorithms were also included in the analysis for both soil and steel pipe materials. The contact between each soil layer and soil-to-pipe was carefully implemented. Uniform thermal loading was applied to simulate the stresses induced by compaction forces on the pipe and trench walls. Finally, the vertical and lateral load-deformation plots obtained from the FE analysis results were compared with the full-scale experimental test results during the staged construc...

Coupled Nonlinear Finite-Element Analysis of Soil-Steel Pipe Structure Interaction

Concrete-based pipelines or linings are widely used for water and sewer systems. However, concrete pipes suffer from the problems of aging and deterioration due to complex loading (internal and external), severe service environments, and the brittle nature of concrete. This paper provides a state-of-the-art review of trenchless rehabilitation methods for concrete pipelines, including spray-in-place, grouting, sliplining, modified sliplining, cure-in-place pipe, close-fit, and fiber-reinforced polymer lining. In addition, an emerging structural retrofit method with Engineered Cementitious Composites (ECC) was introduced. The rehabilitation methods were classified into non-structural, semi-structural, structural, as well as the retrofit of structure and function. The technical features, advantages, drawbacks, and application conditions of each method were summarized to provide the basis for method selection. ECC can be applied as a coating by manual spraying and centrifugal spraying methods. The tailored characteristic of self-stressing enhances the integrity of the ECC liner and host pipe. The intrinsic advantages of ultra-high tensile ductility, anti-corrosion, jointless technique, tiny crack widths, self-healing behavior, as well as low cost make ECC a sustainable and resilient material for pipe rehabilitation and retrofit with increased load capacity, enhanced durability, and leakage-proof performance.

Trenchless rehabilitation for concrete pipelines of water infrastructure: A review from the structural perspective

Broken prestressing wire wraps are the main cause of failure in prestressed concrete cylinder pipes (PCCP). The effect of the number and location of broken wire wraps on the structural performance of PCCP is investigated using advanced numerical modeling that considers full interaction between the spigot and bell ends of adjacent pipes. The stresses and strains in the various components of PCCP are evaluated with increasing internal pressure. A sensitivity analysis is performed to understand how manipulating the severity of the damage through varying the number of broken wire wraps affects the internal fluid pressure that causes failure. A 244-cm (96-in.) embedded cylinder pipe (ECP) is modeled with 5, 35, 70, and 100 broken wire wraps. The results obtained show that the internal fluid pressure required to cause failure can be as much as 14% lower when the damage is at the joint, and that the internal pressure that causes yielding of the wire wraps decreases approximately 65% as the severity of th...

Effect of the Number of Broken Wire Wraps on the Structural Performance of PCCP with Full Interaction at the Gasket Joint

Diameters and wall thicknesses of flexible pipes are usually designed as per hydraulic requirements, such as flow capacity, internal fluid pressure, and pipe material properties. Proper emb...

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Development Of A Model For Estimation Of Buried Large Diameter Thin-walled Steel Pipe Deflection Due To External Loads

A new type of water conveyance pipe called bar-wrapped cylinder concrete pressure pipe is introduced. Prestress mechanism of this pipe is described. A planar deformation calculation model nested with each other is built to calculate the core deformation under the prestress of single ring. From two-dimensional to three-dimensional, based on the elastic foundation beam theory, a calculation model for bar-wrapping during prestressing is proposed and used in an embedded bar-wrapped cylinder concrete pressure pipe with an inner diameter of 1400 mm. A field experiment was designed to validate the model. Finally, the calculation results with the model were well supported by experimental ones.

Calculation model for bar-wrapping during prestressing of an embedded bar-wrapped cylinder concrete pressure pipe

This paper presents full-scale testing results of a 1,370-mm (54-in.) nominal diameter prototype rolled groove joint incorporated into a bar-wrapped concrete pressure pipe manufactured to A...

Design, Analysis, and Full-Scale Testing of the Rolled Groove Gasket Joint System in AWWA C303 Bar-Wrapped, Steel-Cylinder Concrete Pressure Pipe

A large diameter steel pipe was tested under static soil loads at the Center for Underground Infrastructure Research and Education (CUIRE) laboratory at University of Texas, Arlington. The 19.75 ft (6 m), 73.75-in. (1873 mm) outside diameter, steel pipe with diameter to thickness ratio (D/t) of 230 was placed inside a concrete load cell and currently is being backfilled with native clayey soils obtained from the Integrated Pipeline (IPL) project site in North Texas. The backfill soil was first tested in the geotechnical laboratory and currently is being placed while compacted to one foot above the crown of the pipe. Additional load equivalent to nine feet of native soil will be added incrementally. Vertical pressures at crown and bottom of the pipe and horizontal pressures at the springline of the pipe will be recorded as loading is increased. Also, changes in vertical as well as horizontal diameters of the pipe will be measured during and after installation of the pipe. The purpose of the test is to study behavior of a large diameter steel pipe under native backfill and calibrate the related Finite Element Model (FEM). This paper describes details of the test and presents the preliminary results obtained. Based on the results of this test and accompanied FEM, appropriate recommendations for using native soils for trench backfill materials will be made, providing cost saving measures and sustainable construction methods.

Testing and Evaluation of Statically-Loaded Large Diameter Steel Pipe with Native Backfill Soils

In the USA alone, number of manholes is estimated to be from 12 to 20 million According to the Trenchless Technology Magazine (2010), 20% of the manholes are at least 50 years old and another 25% are 30 to 50 years old Additionally, more than three million are believed to be suffering from serious structural decay and are in need of immediate rehabilitation or replacement To date, there have been a number of research studies on pipeline rehabilitation; and therefore, there is wealth of experience and tools for engineers to evaluate their options while selecting the material and technology to rehabilitate sanitary sewer pipes Manholes, on the other hand, although a vital part of sanitary sewer systems, are often overlooked and there are very limited studies, but numerous options to rehabilitate manholes This paper discusses manhole rehabilitation knowledge gaps based on a USEPA/Water Environment Research Foundation (WERF)sponsored project Particular emphasis will be given to the structural capabilities of no-dig manhole rehabilitation materials and methods

No-Dig Manhole Rehabilitation Knowledge Gaps

There is no doubt that pipeline systems, in general, and potable water pipelines, specifically, form an important part of our infrastructure. These pipelines constitute a large and complex system that has been expanded and developed during the last century. Usually, signs of wear and failure for underground infrastructure - such as water transmission and distribution systems- are not apparent until a major leak or collapse is found. This commonly leads to emergency repairs, which may cost 10 times more than planned repairs and may result in the loss of millions of gallons of treated water, as well as inconveniences to consumers and the general public. Specifically, the existing cast iron pipes have become corroded over time, both internally and externally, resulting in water loss through holes and cracks, and water quality and hydraulic capacity problems. Spray-on lining methods have effectively been used to renew deteriorated water pipelines for more than 20 years. Depending on the method and product used, these liners can potentially eliminate most of these problems. This paper provides a comparison of spray-on lining methods - including cement mortar, epoxy, polyurethane, and polyurea linings - and an overview of their advantages and limitations. It also provides the physical properties of different lining materials available in the market. Additionally, long-term testing plans and equipment for tensile, flexural, and internal pressure are described.

Comparison of Spray-on Linings for Water Pipeline Renewal Applications

Four static soil load tests on a large diameter steel pipe are in progress consecutively at the Center for Underground Infrastructure Research and Education (CUIRE) laboratory at UT Arlington. For all these tests, a steel pipe sample, 19.75-ft long and 73-in. in diameter, is placed inside a concrete load cell and embedded with native clay soils obtained from the Integrated Pipeline (IPL) project site in Texas. The property of native clay soils is the variable in these tests. Although native clay soils are imported from the same project location, variation in soil properties are achieved in this test by strengthening through stabilization by lime or cementitious materials such as cement and flyash planned for future tests. First two tests have been completed and currently preparation for the third test is in progress. Sharma et al. (2011) presented partial results of the first test carried out with untreated native clay soils as embedment. In the second test, lime stabilized native soil was used as bedding and embedment up to springline of the pipe. Untreated clayey backfill soil was placed above the springline and up to one foot above the crown of the pipe. Pea gravel was placed above untreated soil to simulate dead load of cover in actual project conditions. Vertical loads at crown and bottom of the pipe and horizontal loads at the springline of the pipe were recorded. Also, changes in vertical as well as horizontal diameters of the pipe were measured during and after installation of the pipe. This paper presents the complete results of the first test, describes the details of the second test as well as an analysis of the results. The main purpose of the lime stabilized test was to study behavior of the large diameter steel pipe under modified native backfill and calibrate the related Finite Element Model (FEM).

Abhay Jain

Papers

Design, Analysis, and Full-Scale Testing of the Rolled Groove Gasket Joint System in AWWA C303 Bar-Wrapped, Steel-Cylinder Concrete Pressure Pipe

Testing and Evaluation of Statically-Loaded Large Diameter Steel Pipe with Native Backfill Soils

No-Dig Manhole Rehabilitation Knowledge Gaps

Comparison of Spray-on Linings for Water Pipeline Renewal Applications

Evaluation of Statically-loaded Large Diameter Steel Pipe Embedded with Lime Stabilized Native Clay Soils