Pipelines 2012: Innovations in Design, Construction, Operations, and Maintenance, Doing More with Less

The Steel Tank Institute (STI) performed testing to demonstrate the stiffening effects from the soil-structure interface with an underground storage tank. The test demonstrated the importance of the soil in calculating the resistance to buckling in a buried environment. Current third party listing agencies do not take the stiffening effect of the soil support into consideration with standardized steel wall thickness calculations. Performance characteristics of a tank are similar to pipelines, although the tank heads provide additional stiffness to the structure. As a result, atmospheric tank wall thicknesses are thinner than typical pressurized potable water pipelines. Tanks are normally buried 4'-5' at petroleum service stations, however, sometime the tanks need to be buried deeper. STI buried a 64 inch diameter by 24 foot long steel tank 7 foot below grade, compacting the angular gravel backfill during placement to grade. A camera was placed in the tank to record deformations during the actual test. The excavation was filled with water such that the bottom of the tank was subjected to 12 feet-4 inches of static water head pressure. A vacuum pump was connected to a tank riser and a vacuum was pulled. The intent was to pull the vacuum until the tank buckled. A vacuum of 16.5 inches Hg was established and the pump was unable to pull additional vacuum. The backfill was removed and the tank examined and the video of the inside of the tank reviewed. The tank did not buckle. The shell did not deform. The heads experienced approximately 2 inches of permanent deformation. Calculations indicate that the tank was subjected to a 15.0 psi total buckling load. Formulations suggest that the soil-structure would provide resistance to buckling up to 21.0 psi. Third party standard formulations that do not take the soil support into consideration suggest that the tank would buckle in a range from 1.3 psi to 6.0 psi. The test clearly demonstrates the importance of the soil in calculating the resistance to buckling in a buried environment. The soil-structure interaction provides significant additional stiffness to the structure, whether the structure is a pipeline or a tank, as demonstrated in this test.

This paper will discuss the organization, management and implementation of tapping and plugging technology on large diameter reinforced concrete cylinder pipe. The configuration of a 78 inch, 60 inch and 48 inch Triple STOPPLE on concrete cylinder pipe was one of the largest operations of this type performed at that time in the Asia Pacific Region. The procedure facilitated the installation of a new under water crossing of an important water supply line as part of a major Peoples Committee of Ho Chi Minh City, Vietnam environmental sanitation and public improvement program. The program consisted of installation of storm and sewage collector systems as well as dredging of canals to alleviate flooding and to promote natural tidal flushing of estuaries for this major Asian city experiencing rapid growth. The demands related to the particular location, the client's unfamiliarity with the technology and types of pipes presented challenges in planning, organizing, designing and managing field operations.

Over the years there have been many theories presented regarding corrosion of ductile iron pipe and the effectiveness of polyethylene encasement as a corrosion control measure. Sound corrosion engineering is based on corrosion science rather than theories. Some of the ductile iron corrosion theories and the relevant corrosion science are discussed in this paper.

This paper presents a national database project title WATERiD: WATER infrastructure DATABASE for Water and Wastewater Pipelines. This project is funded by the Water Environmental Research Foundation (WERF) through the Environmental Protection Agency's Aging Water Infrastructure Research Program, a research agenda that supports efforts to put the nation's aging infrastructure on a pathway toward sustainability and resiliency. This paper describes in detail methodology for design and development of the WATERiD and its two major thrust areas: (a) Condition Assessment and (b) Renewal Engineering. Condition Assessment (CA) is the collection of data and information through direct and/or indirect methods, followed by analysis of the data and information to make a determination of the current and/or future structural and hydraulic condition of the pipeline. Renewal Engineering (RE) includes a wide range of repair, rehabilitation, replacement techniques that bring the pipeline system at acceptable levels of performance within budgets. The decision-making process for the proper balance of repair, rehabilitation and replacement is a function of the condition assessment of the pipe, the life-cycle cost of the various renewal engineering options, and the related risk reductions. Due to the deteriorating and aging infrastructure nationwide, it is critical that water and wastewater utility managers and others have access to current and relevant information on condition assessment and renewal engineering technologies so that resources can be utilized most effectively. The WATERiD project aims to provide an open source, common foundation upon which not only can basic information be shared, but to also support the evolution of new functionality through the development of novel web applications and services. WATERiD consists of four main modules: 1) Pipeline Condition Assessment Technologies and Management Practices; 2) Renewal Engineering Technologies and Management Practices; 3) Subsurface Utility Engineering Technologies and Management Practices; and 4) Cost Information related to Technologies Use. All components are implemented using Content Management System to encourage cross-platform deployment. To demonstrate the usage of WATERiD, a detailed web-application supporting data/information storage, update, retrieval, and dissemination has been developed with 87 participating utilities in U.S. and 25 international. Ultimately, the goal of Web-based Knowledgebase is to promote the wide-scale development and usage of WATERiD and applications within utilities, consultants, and research communities.

The PE design practices for preventing pressure surge fatigue failures in water pipe have a long and very successful history. These practices were developed based on the older generation PE materials. Since this time there has been considerable evolution in the performance of PE pipe and the introduction of a new classification of high performance PE4710 materials. This study conducted an assessment of the current design approaches to determine their continued suitability with the introduction PE4710 materials. Comparison was also made with the current US fatigue design approaches for PVC along with an examination of other international design practices. The fatigue resistance of PE4710 materials is seen to be excellent, and shows these materials are capable of providing for essentially unlimited fatigue resistance under the operating conditions of water transmission and distribution systems. The current design approaches for both occasional (short-term) surge resistance and repetitive (long-term) fatigue resistance for PE4710 materials are conservative and appear justified based on available data. The US design approach for PE4710 materials is also seen to more conservative than that of the UK for both occasional and repetitive surge events.

Availability of safe drinking water is at the core of economic welfare: Water Distribution Systems are ubiquitous yet silent, until they fail. These systems face diverse threats: natural disruptive events like hurricanes, tornadoes, and earthquakes, and man-made disruptors such as deliberate attack, vandalism, or accidents. Even slow-developing processes like drought or ageing are a possible threat. For these reasons, infrastructure risk previously focused on critical infrastructure protection is shifting towards a dual approach including system resilience: The ability to recover efficiently after failure. This paper presents a novel methodology for estimating the probability of water infrastructure resilience. Existing approaches to measuring system "resilience" are frequently narrow and may ignore essential features of resilient systems. In this methodology, resilience is defined in terms of performance loss, recovery time, and recovery cost. A real-world resilient system should be able to withstand damage and recover within realistic time and cost constraints. A Stochastic Simulation approach is applied on a network model subject to a set of failure scenarios. Each scenario is developed randomly using asset failure patterns according to the type of disruption and specific probability distributions. Hydraulic analysis of the damaged network provides performance values that can be compared with baseline performance (undisturbed network). Finally, the damaged network is assumed to recover using available resources, which are also probabilistic. Applying this sampling process on many repetitions it is possible to estimate the posterior probability that the infrastructure system assessed will be resilient in case of disruption.

Southern Nevada receives 90% of its water supply from the Colorado River and Lake Mead, located 20 miles east of the Las Vegas Valley. To convey this water from Lake Mead to the Las Vegas Valley, a substantial infrastructure of pumping stations, water treatment facilities, laterals and metering stations is utilized. To ensure the reliability of water deliveries to member agencies, as well as the conveyance system itself, Southern Nevada Water Authority (SNWA or "Authority) has developed contingency and emergency plans to address unforeseen outages that might interfere with the conveyance of this water supply. In January 2011, a drill rig penetrated a large diameter lateral. Of course, the lateral was in the middle of major arterial (6 travel, 1 turning lanes) roadway, with businesses lining both sides of the street. With the emergency at hand, and once the utility owner was determined and notified, Southern Nevada Water Authority (SNWA) initiated their emergency plan and response. This paper will examine the preparation of SNWA's emergency plan, the plan implementation during the January 2011 interruption, and a "post mortem" examination of what parts of the plan worked, or didn't (and why) and how their iterative process helps the Authority better prepare for such incidents in the future.

The Anchorage Water and Wastewater Utility (AWWU) owns, operates, and maintains a water pipe network with over 850 miles of pipe ranging from 2 inch distribution pipe to 72 inch transmission mains consisting of 15 different pipe materials. AWWU currently has over 85 miles of water transmission mains, which are those pipelines larger than 24-inches in diameter. These mains have periodically been installed over the years since 1965 with the average age of the transmission mains being 22 years. Most of these pipes have not been inspected since it was first installed and its condition is unknown. Through its asset management program, AWWU categorized its transmission mains into risk categories based upon the probability and consequence of their failure. These risk categorizations were based upon limited data and as table top exercise. Like many utilities across the country and around the world, AWWU is trying to become more proactive and less reactive in its maintenance of its critical assets. To be in a position to plan ahead, AWWU realized the need for additional data on the condition of its transmission mains. Within its limited project budget, AWWU performed condition assessment of all "Major" risk pipe and as much of the "Moderate" risk pipe that it could. With the limited budget, approximately 12 miles of major risk pipe and approximately 13 miles of minor risk pipe were able to be inspected. Using a combination of SmartBall, PWA , electromagnetic, and visual inspection technologies, field work for this project was conducted in September and October 2011. Because of AWWU's system configuration, access limitations, traffic impact concerns and other factors, the condition assessment was broken up into three segments. The largest of which was 91,000 feet in length and crossed multiple pressure zones. The preparation for these inspections and the subsequent support needed during the inspections was no small feat. To keep the ball moving, AWWU had to model its system under certain operating criteria to make sure we could move the SmartBall from its insertion point all the way to its extraction point within a 12 hour period of time that data could be recorded. The water transmission system had to be setup to direct flow by closing of a number of mainline and secondary valves, draining reservoirs, altering hydraulic grade lines, and allowing for the by-pass of key facilities such as PRVs. This paper discusses the logistical and coordination efforts required as well as the necessity to make changes to the distribution system in order to perform the condition assessments. The paper also discusses the following topics:AWWU Asset Management Planning;Background of Project;Selection of Condition Assessment Technologies for this project;Presentation of findings from the work, andKnowledge Gained.

In order to match the increasing requirement of energy resources, the petroleum and natural gas pipeline projects have been and are being constructed from the west to the east in China. However, these projects are being endangered by mountain hazards, including debris flows, landslides, rock falls and so on, in China West. This paper aimed to analyze the characteristics of debris flows of Qinling Mountains Western (Kang County of Gansu Province), the hazards on pipeline and give protection measures for pipelines. Based on field investigation, field survey and experimental data, this work found that debris flows were characterized with the majority of diluted debris flow and water-rock flow, the velocity of 6~11m, the reoccurrence of 15~20 years, synchronous occurrence and intensive scouring impacts. By virtue of the influences of local environments, the pipelines were constructed to cross debris flow watersheds by the two modes of transverse crossing and crossing along channel. Pipelines generally cross the transportation area or deposition area of debris flows and the unique crossing mode was that the pipeline spans the back-to back watersheds. Moreover, the pipeline were constructed at "U"-shape wide gully, "U"-shape narrow gully and "V"-shape gully. Debris flow damaged pipelines by accumulating bury in deposition area, scouring pipeline, eroding pipeline base and endangering pipeline tunnel. The 7.17 debris flow occurred at Sigou watershed demonstrated the hazards of debris flow on pipelines. The protection measures for pipelines including debris flow watershed identification, pipeline route selection, crossing location, crossing modes and the relating protection measures are given, providing the establishment of pipelines protection regulation on debris flows.

The Metropolitan Water District of Southern California (MWD) is the nation's largest provider of treated drinking water. Each day during a normal year, MWD moves more than 1.5 billion gallons of water through its distribution system. Since nearly 19 million Southern Californians rely on Metropolitan for up to half of their water supply, it is important to make the system as reliable as possible.To maintain the system, each year MWD schedules shutdowns to perform inspection, maintenance and repair on various pipelines and facilities throughout the system. However, when unanticipated problems arise that puts the water delivery system or public at risk, an emergency pipeline repair is required. Close cooperation among MWD's in-house engineering, fabrication and construction workforce makes it possible to have the pipeline repaired and returned to service in a short time. There are also times when a pipeline shutdown is not feasible, requiring an emergency repair without service disruption. This paper provides an overview on the various emergency repair methods MWD uses to repair Prestressed Concrete Cylinder Pipe (PCCP), precast or cast-in-place reinforced concrete pipe and steel pipe. For structural repairs of PCCP and precast concrete pipe, the repair methods include removing the distressed pipe and replacing it with steel pipe, inserting a steel liner inside the pipe, or installing carbon fiber reinforced polymer (CFRP) liner. For water leaks in precast or cast-in-place reinforced concrete pipe, the repair methods include installing internal EPDM rubber seals, installing fiber reinforced polymer (FRP) lining, or external crack injection. For steel pipe, the repair methods include welding on steel patch plates, installing a steel outlet, or installing internal or external steel bands.

PressureCast Steel Pipe (PCSP) utilizes a patented manufacturing process to pre-compress the concrete or mortar lining in steel pipe. The combined steel-concrete wall stiffness of PCSP makes the pipe much stiffer and potentially easier to install, due to the use of native materials and lower compaction requirements, than ordinary steel pipe. This paper presents the set-up and execution of three combined load tests on 60" PCSP. New methods of observing the performance and recording the data for combined load testing were developed, which provided a basis for revision of the pipe design criteria. The results confirmed the efficacy of these tests in confirming the design procedure and criteria.

In 2008, The Town of West Springfield, MA began an Asset Management and Condition Assessment Program that was sparked by a desire to improve water quality via a Unidirectional Flushing program. As they researched the UDF program, they found that their system was not "UDF ready" and there was a lot of work that needed to be done on the front end that would maximize the efficiency of the Flushing Program. They also found that by investing a little more into this project they would be able to drastically improve their business systems, hydraulic model, and the ability to analyze the system as well as forecast and plan for their future. To accomplish the goals of this program, the Utility hired a respected consulting engineering firm, enlisted the services of a water asset condition assessment firm as well as an industry leader in UDF planning to help them with this project. All three firms worked closely together to ensure a resounding success for the Town of West Springfield. 1. Phase 1 - Asset Management and Condition Assessment - Before UDF sequences could be created, the Utility needed to make sure that all the necessary valves and hydrants were operable. If valves that needed to be shut for the purpose of the UDF were inoperable or if a hydrant needed for the flush was broken or if a valve that was in the pathway of a sequence was partially or fully closed, then the efficiency of the UDF would be challenged. The UDF sequences were planned using GIS-based InfoWater UDF hydraulic modeling software. 2. Phase 2 - Repair and Rehabilitation of Assets - Work orders were created to assist the Town with a better understanding of which assets in the system needed additional work either via repairs or replacments. These orders allowed the Town to perform repairs and replacements in the most economical fashion. These repairs gave way for the Town to maximize the use of the entire system for the UDF. 3. Phase 3 - Upon completion of the repairs, it is safe to say that the West Springfield system is as close to 100% operable as a utility can get. From here, their goals of flushing the system, using a process called "Unidirectional Flushing", could be accomplished. The original plans called for just that, execution of the UDF sequences. The Town soon realized hat for a minor additional investment, so much more could be learned about the system and what future actions to take. Phase 3 includes some additional testing (M17 Fire Flow Test, C-Factor Testing, and water quality testing) that will be done before and after the UDF executions. These tests, alongside the results of the UDF, will allow the Town to visually see where the greater issues in the system are and will help them begin planning the corrective measures. In review, the Town of West Springfield was simply looking to engage in a Unidirectional Flushing program that would help improve water quality. What they got was a comprehensive overhaul on an aging system that will allow them to make sound business investments in their system in the years to come and reallocate and spend money in all the right places.

Interest in both condition assessment and leak detection on large diameter transmission mains is starting to increase as more and more utilities are recognizing the risk and need to plan financially for the maintenance of these critical pipes. With an increasing recognition of the importance of leakage from transmission mains, technologies have been developed to allow utilities to effectively survey their transmission mains for leakage. Until recently, most of these technologies involved inserting hydrophones [water microphones] directly into the water flow of the pipe and allowing this flow to carry them down the pipe. Recent advances in correlation technology have allowed a nonintrusive approach to be taken in finding leaks on large diameter transmission means. This paper will outline the experience from a project undertaken by East Bay Municipal Utility District (EBMUD), to evaluate two insertion technologies and a correlation technology. A final 65 mile survey project was undertaken using the correlation technology. This paper will outline the results of that survey and the challenges and lessons learned in undertaking a major correlation survey of transmission mains.

To date, most of Florida has relied on groundwater sources for water supplies because of groundwater's high quality, abundance, and cost-effectiveness in terms of conveyance and treatment. Unfortunately, this approach has led to an over-reliance on groundwater, which has now put Florida's aquifers, springs, lakes, and the environment at risk. To manage that risk, the St. Johns River Water Management District of northeast and east-central Florida has mandated the diversification of water resources.

Minneapolis Water Works (MWW) is a 160 MGD (million gallons per day) municipal water utility utilizing the Mississippi River as source water. The MWW has several large pumping stations and transmission mains, including Pump Station No. 4 (PS 4) which consists of six pumps, 5,200 ft. of 66 in. diameter suction pipeline and twin 17,000 ft. discharge pipelines with 50 and 54 in. diameters. The pump station was recently refurbished and improvements included dual 2,100 cu-ft surge tanks for surge protection. Transient modeling performed during the design of PS 4 refurbishment led to the recommendation to install a 4,200 cu.-ft surge tank on the discharge side of the pump station and a standpipe on the 66" diameter suction main. Additional analysis during detailed design found that dual tanks with a total volume of 4,200 cu-ft (in lieu of a single tank) would provide adequate protection in the event of power failure The additional analysis also supported the recommended installation of two combination air/vacuum relief valves (CARVs) in the last few thousand feet of the 50" and 54" transmission mains to control negative pressures. MWW chose not to construct a standpipe on the 66" diameter suction main or the recommended CARVs. This decision was based on the history of reliable service from the pipelines. In lieu of these additional control measures, MWW decided to perform field testing on the renewed transmission system in order to define the actual risk from transients. Functional testing was performed in August, 2011 with the objectives of comparing measured system performance to predicted performance and using field data to evaluate risk at specific locations, particularly with regard to predicted negative pressures. It was found that the model results were generally conservative when compared to the collected data, although data acquisition rates may have skewed the findings somewhat. Negative pressures near the pipeline terminus were found to be less severe than predicted, while the vacuum pressures occurred as predicted in the suction pipeline. The results of the testing are currently being used to develop an overall transient risk approach for the pipeline.

The City of Palo Alto is one of a limited number of municipalities nationwide which owns and operates most of the utility systems serving our residents. These systems include potable water, wastewater, natural gas, electricity and fiber optic backbone services. The Palo Alto Utilities Department realized the need to replace aging infrastructure in the early 1990's and has continued this effort to date to replace distribution/collection piping systems reaching the end of their respective functional lives. Several criteria are employed to target replacement efforts including but not limited to: associated maintenance levels, type of material, capacity of existing components, proposed development activities and other proposed activities which would limit access.

The Washington Suburban Sanitary Commission (WSSC) is the 8th largest water and wastewater utility in the United States serving over 460,000 customer accounts including 1.8 million residents in Montgomery and Prince George's County Maryland (suburban Washington D.C.). Of the nearly 5,500 miles of water mains, approximately 145 miles are comprised of large Prestressed Concrete Cylinder Pipe (PCCP) equal to or greater than 36-inches in diameter. These PCCP mains make up the backbone of WSSC's large diameter water transmission system therefore placing a high consequence of failure for these pipelines. A previous paper by the same authors highlighted the programmatic approach to WSSC's asset management strategies for its PCCP inventory. The paper discussed WSSC's comprehensive approach to their PCCP management that has made it an industry-leading program.

The City of Westminster, a suburb of Denver, Colorado, determined the need to rehabilitate or replace portions of its sewer collection interceptor system. The City's collection system consists of two sewage collection basins, each with different operational concerns. In the smaller, Little Dry Creek basin, the primary concern is with capacity-related issues due to anticipated future growth. In the larger, Big Dry Creek basin, significant corrosion due to hydrogen sulfide has been observed in the reinforced concrete pipe that makes up most of its collection system interceptors. Based on these concerns with its collection system, the City sought to identify sources of high inflow and infiltration (I/I), as well as evaluate the sewer capacity and recommend a systematic approach to rehabilitate and replace portions of its sewer interceptor system. The City's objective of the program was to establish a cost-effective and prioritized list of sewer projects to ensure sufficient capacity and minimize risk of sewer failures. This paper presents the approach taken to combine pipeline condition assessment and capacity modeling with rainfall monitoring and in-pipe flow monitoring to develop a holistic solution to addressing the City's sewage collection system issues.

The City of Atlanta has had a Sewer System Evaluation Survey (SSES) program underway since 2001. This program involves the inspection of the nearly 1580 miles of sanitary and combined sewer which includes all pipes of diameters less than 24". The program uses a variety of techniques such as CCTV, dye and smoke testing, flow and rain monitoring. The data is used as the basis for determining where repairs, rehabilitation, upsizing or sewer replacement are needed. As this program draws to a close, Atlanta will continue to rely on this comprehensive set of information to make the tough decisions regarding allocation of limited financial resources for the future maintenance of its sewer system. This paper focuses on how Atlanta uses Geographical Information Systems (GIS) for Quality Assurance/Quality Control (QA/QC) of its SSES data, and how GIS is used to enhance the development of intelligent decisions with regards to both water and sewer system pipeline capacity upgrades and pipeline rehabilitation and replacement. These decisions will be at the core of Atlanta's Asset Management Program. The City of Atlanta, Department of Watershed Management (DWM) has developed a robust process for the evaluation of SSES data. While the ultimate repository for this condition assessment data is the Hansen computerized maintenance management system (CMMS) software system, GIS plays a critical role in providing the spatial component and aid the QA/QC process. Additionally, GIS is used to develop maps of sewer system overflows and other events that provide information on system capacity and conditions. This paper will explain how GIS is used for the correlation of data from multiple sources (flooding, overflows, spills, pipe failures, aerial segments, customer complaints) and its contribution in on-going system maintenance efforts and capital programs. Development of a robust and sustainable long-term Asset Management Program for pipelines requires the ability to present knowledge about a systems condition to senior management using mechanisms that are data driven, and yet easily accessible. Options for extending the use of GIS functionality in various ways will be explored. Finally, the paper will draw conclusions on how to use these processes for decision-making in drinking water pipe system asset management. The DWM is currently engaged in an effort to locate, identify, operate and assess its drinking water valves and hydrants. The potential for sharing knowledge gleaned from the SSES experiences will be explored.

The IPL Program is a raw water supply program that integrates Tarrant Regional Water District (TRWD) - and City of Dallas-owned water supplies from Lake Palestine, Cedar Creek Reservoir, and Richland Chambers Reservoir. As one of the largest water supply projects in the nation and one of the largest ever undertaken in Texas, the IPL will consist of a 350 MGD raw water transmission pipeline from Lake Palestine to Lake Benbrook, with connections to a new 250 MGD Pump station at Richland Chambers Reservoir, a new 277 MGD Pump Station at Cedar Creek Reservoir and a new 150 MGD Pump Station at Lake Palestine. The Pipeline will be approximately 150 miles in length and will contain 3 booster pump stations. As part of the IPL, TRWD retained CH2M HILL to design appropriate intake structures and pump stations on Lake Palestine, Cedar Creek Reservoir, and a pump station at Richland Chambers Reservoir.

One of the most commonly utilized, and stringent, quality assurance tests for coatings or linings on steel pipe is the destructive pull-off adhesion test according to ASTM D4541. The specified value of adhesion is generally in accordance with AWWA C222 but for some projects adhesion values have been specified at very high levels which can be problematic from a testing or verification stand point. The rationale for high adhesion values (those greater than C222) appears to be a perception that very high adhesion values correlate to longer term corrosion protection. Usually, destructive pull-off tests are done by adhering metal "dollies" to the curved surface of the coated pipe using a fast reacting cyanoacrylate adhesive, and then mechanically pulling the dolly off in a radial direction. Tests are done not only on the very top of the pipe where it is possible to align the dollies well, but are also done around the sides of the pipe, where it is much more difficult to achieve ideal alignment of the dollies. Another limitation is that the adhesion of the glue to the coating may fail, giving a null result. Additionally, when the actual adhesion of coating is very high, the device for pulling the dollies from the pipe has a limit on the force that it can exert, and in necessity will terminate the test without giving a datum. The paper will discuss testing that was completed to examine the consistency of adhesion testing to ASTM D4541 on steel pipe coating with polyurethane applied in accordance with AWWA C222. Pipe diameter, flat surfaces, glue type (cyanoacrylate and epoxy), dolly diameter, polyurethane formulations scoring around dollies, and type of equipment were all considered in the testing. Possibilities for improving testing reliability and accuracy are discussed.

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).

Assessment and management of seismic risk of lifeline infrastructure has been receiving increased attention in recent years. Estimation of the seismic risk is imperative to minimize damage, service interruptions and loss of lives in the event of a seismic event and to plan for emergency recovery. Seismic risk is typically expressed in the form of seismic fragility curves to quantify seismic damage estimates as a function of a select seismicity parameter representing the level of seismic intensity. For pipelines, these fragility curves would depend on the joint types and characteristics, especially the axial, translational, and rotational flexibility. Considering the types of joints, pipelines could be classified into two major groups: segmented (flexible joints); and continuous (rigid joints). Segmented pipelines would include bell and spigot, and coupled joints. Continuous pipelines typically have welded, flanged or fused joints. The most commonly available fragility formulations for pipelines are based on damage and repair data collected after past earthquakes on segmented pipelines, and are primarily empirical. Since continuous pipelines typically perform better in a seismic event, direct damage data available from past earthquakes on continuous pipelines is limited. Therefore, fragility formulations for continuous pipelines are typically developed using damage data collected on segmented pipelines and modified to reflect the seismic performance of continuous pipelines in practice. This provides a reasonable approach to estimate seismic risk and has been proposed by the American Lifeline Alliance (ALA 2001) for water pipelines. A disadvantage of this approach is that it fails to provide a mechanism to account for variability in design codes, regulations, requirements, and practice. Analytical, numerical, and expert elicitation approaches are available in literature and are implemented in risk assessment guidelines for dams (U.S. Department of Interior, Bureau of Reclamation 2011) and nuclear facilities (U.S. Nuclear Regulatory Commission 1983). This paper presents a brief literature review of the available approaches to develop seismic fragility formulations for water pipelines. Based on this review, a framework for a simple approach applicable for both segmented and continuous pipelines will be presented in a companion paper planned for Pipelines 2013 conference.

Since the original settlement of Galveston Island, potable water has always been a critical resource necessary to support quality of life on the island. The Island's current water needs are primarily met from surface water sources provided from the main lands of Texas. This critical infrastructure consists of three pipelines: a 36-inch cast iron line dredged across the Intracoastal Waterway in 1894, a 30-inch cast iron line embedded in the historical causeway bridge in 1912 after the great 1900 storm that devastated the City, and the newest line, a 36-inch aerial steel line constructed above grade in 2000. The 36-inch steel line was constructed along the top of a historical causeway and paralleled the railroad. This line serves as the main source of water to Galveston, whereas the other lines provide the necessary back up during peak periods. This line is owned and maintained by the Gulf Coast Water Authority (GCWA), and is the surface water provider for Galveston County and the City of Galveston. Although, it is only 12 years old, the local marine environment has taken a toll on the condition of the 36-inch steel line. An assessment performed during a recent shut down revealed a number of conditions in the line, requiring the GCWA and Galveston to examine options for rehabilitation or replacement. This paper presents the findings from the condition assessment, discusses the issues believed to have impacted the performance of the line and concludes with a summary of recommendations made in this specific case to rehabilitate the steel water line. As part of the recommendations for rehabilitation, suggestions are presented for above grade installations in marine environments. These suggestions may serve as basic guidelines for future installations in similar conditions.

On Sunday, October 5, at about 2:30 a.m. a section of 72-inch prestressed concrete cylinder pipe (PCCP) failed. The 72-inch-diameter PCCP was nominally capable of sustaining an internal pressure of 281 psi. Previous examinations of the pipeline, utilizing the best available nondestructive examination techniques, provided little indication that this pipe section was at risk of failure. Examination of the failure indicated that about 2 feet of the north (bell) end of the failed pipe section was gone. Local scouring that had occurred around the adjacent blowoff did not apparently compromise that structure. In addition, the carbon fiber lining of the adjacent pipe section was damaged during the failure. The probable failure sequence commenced with breakage of one or more wires adjacent to other, previously failed wires, near the bottom of the pipe. As the wires broke, the coating and core sheared, ripping the cylinder. The force of water directed downward and to the east lifting the end of the pipe enough to allow the gasket to push out of the spigot on the adjacent pipe, from approximately the 11:00 o'clock to 1:00 o'clock positions. As the thin cylinder tore, it twisted, along with the rotation of the end of the pipe. As the water pushed its way out of the pipeline, the radial force of the water continued to tear the remaining cylinder away, resulting in significant radial cracking. Further damage was halted by the shutdown of the aqueduct within one hour after the break occurred. The sudden and catastrophic failure of this section of pipe is the result of a combination of factors. Poor manufacturing, bedding and backfill, and an improperly placed joint diaper resulted in the exposure of the highly stressed wires to high, fluctuating groundwater in a corrosive environment. The corrosion and eventual breakage of enough wires led to reducing the strength of the pipe enough to allow the internal pressure to exceed the strength of the concrete core and steel cylinder resulting in the failure of the pipe section. The Water Authority has utilized state of the art technology to monitor their pipelines in real time which records the location and quantity of PCCP wire breaks. Unfortunately, current technology doesn't locate broken wires near the joints. Because of this, there was no indication that that this pipeline would fail. Until such time as a method is discovered that can not only detect broken wires adjacent to joints but detect corrosion of the cylinder, it is recommended that any wire break detected by any method near a pipe joint be treated with concern.

This paper focuses on the condition evaluation of asbestos cement (AC) pipe samples from three utilities located in different geographic regions and climatic zones in the USA and Canada. Various means of examination and testing were used to evaluate the condition of the samples. These included visual inspection, hardness testing, phenolphthalein testing, crush testing, and scanning electron microscopy with energy dispersive spectroscopy (SEM/EDS). Climate and soil information was also collected for the areas where the three utilities are located to assess the external environments facing the AC pipes. The condition evaluation results were correlated with the external soil characteristics and internal water quality data, collected through a survey, to identify factors contributing to the deterioration of the AC pipes belonging to these utilities. The paper also discusses the variation in the deterioration of the AC water mains from the three utilities.

Since the late 1990s there have been numerous inspection and monitoring projects focused on identifying and quantifying wire break damage in PCCP water and wastewater pressure mains. The pressing need to identify and manage deterioration of PCCP has resulted in the rapid development of a small but highly focused niche industry of condition assessment of PCCP mains. During this time, there have been various theories and postulations regarding the performance and deterioration of PCCP mains. This paper statistically reviews data from more than 500 miles of electromagnetic inspection and acoustic monitoring that have been performed since 2001 to develop scientifically based conclusions on a variety of topic areas regarding the performance and deterioration of PCCP mains. Topic areas include: 1. The mean for percent of damaged pipe sections (percent of damage) are reported. The industry has many views on the performance of PCCP. This paper reports the percent of damage by reviewing the total number of PCCP sections inspected and those that were reported as having wire break damage. 2.The percent of damage is further evaluated by the year of manufacture binned according to the various AWWA C301 and C304 versions. This includes an analysis of what is the mean percent of damage for pipe manufactured with Class IV prestressing wire. 3. Percent of damage is also compared between embedded cylinder or lined cylinder pipe to determine if one type of design has an improved performance. 4. Percent of damage is also compared for water (including raw water) vs. wastewater mains.

On May 13, 2009, a 60-inch prestressed concrete cylinder pipe (PCCP) transmission main carrying potable water failed. Customers in the area experienced low pressure or no water. The break quickly poured out millions of gallons of potable water on to the ground flowing downhill and inflicting thousands of dollars of damage to the adjacent properties. Many of Louisville Water Company's (LWC) large diameter PCCP mains do not have redundant feeds. Instead of relying on the wait-and-see approach on these critical transmission mains, LWC chose to be proactive and create a condition assessment program for this class of pipe. The original 10-year $18.6 million program covering 105 miles of PCCP pipe was approved as part of LWC's 2010 Capital Improvement Budget. The program was initiated with two pilot projects before implementing the final 25 projects. The pilot projects were selected by management based on criticality, redundancy, the ability to take out of service, potential damages if failure occurs, and the availability of technology. During the design and implementation of the pilot projects, issues were encountered in creation of specifications, suitability of repair materials, the proper way to set up the projects to ensure competitive bidding, how to best address identified damaged pipe sections in a timely manner, and many others. Following the pilot implementation, the program was recalculated based on costs obtained from the bidding of the two projects and lengthened to include two 10-year inspection cycles. The proactive identification and repair of damaged sections has allowed LWC to optimize rate-payer funds while gaining positive publicity.

This paper discusses Cost-Effective Methodology for conducting condition assessment of buried pressure water and waste water mains, based on operation of a condition assessment business in Australia, Singapore and Hong Kong for more than 10 years, investigating more than 2500km (1500 miles) of mains. The methodology has substantially changed from a simple one-system approach, to utilisation of many techniques, with development of proprietary algorithms delivering key outputs. The current methodology uses a variety of proven techniques in a step-wise approach, so as to deliver a cost-effective solution to Water Utility Management. These techniques include Linear Polarisation Resistance (LPR) soil testing, hand-held Remote Field Technique (RFT), ultrasonics (UT), pressure monitoring, and coating defect surveys (CDS) for coated steel pipe. It also addresses some new technologies that can be implemented within the Methodology.

The City of Omaha has made sustainability a priority since the inception of the Combined Sewer Overflow (CSO) Program. The development and implementation of the Long Term Control Plan (LTCP) has been guided by the City of Omaha's desire to develop a plan that meets regulatory compliance, is economically affordable, and is acceptable by the community. These three goals align with the traditional triple-bottom line analysis of sustainability that incorporates environmental stewardship, economic growth, and social progress. The City of Omaha made a decision to implement the draft version of the newly developed Envision Rating System on four major projects (three conveyance pipelines and one high-rate treatment facility) within the CSO Program. The focus of this paper is to describe the implementation of the rating system framework on the projects, highlight the results, and identify the lessons learned from this approach.

Established as a Union Pacific railroad tent town in 1867, Cheyenne, named for a local Indian tribe, is now a progressive city that celebrates both its pioneer heritage and tomorrow's technology. As a railroad and cattle center, Wyoming's capital and largest city has always been an important Western crossroads and a unique blend of Western Cowboy, Military, and Contemporary cultures. As a city grows, the need for infrastructure to support the basics of life, e.g. water, for a community efficiently and effectively becomes necessary. In the early 1960's, Cheyenne began to realize that their growing water demands for water could not be sustained with existing water wells and surface water, so Cheyenne once again applied its pioneering heritage and great forethought to develop an additional source of water. Because water rights in the North Platte River drainage were already appropriated during normal flows, Cheyenne looked farther west, over 115 miles to the headwaters of the Little Snake River in the Sierra Madre Mountains on the western slope of the Continental Divide. As a result, an intricate trans-basin diversion plan was developed whereby water collected from the Little Snake River drainage could be traded for water from a closer and more deliverable source. The water collection system known as the Little Snake River Water Project - Stage I and Stage II was completed in 1965 and 1985 respectively. During the Stage II construction which included the installation of 21 miles of diversion piping consisting of reinforced concrete pipe (RCP) and prestressed concrete cylinder pipe (PCCP), the project was plagued with unique challenges that resulted in circumferential cracking of the PCCP pipe caused by poor pipe support/compaction and faulty design assumptions. To address these issues, a series of repairs were developed and instituted. These repairs were not directed at pressure related failures as there was no evidence of a loss of core compression/prestress, the fundamental property concerning the integrity of PCCP pipe. With appropriate background information and knowledge of the piping system, a systematic plan for sequencing the necessary field work and engineering analysis to maximize the return on the invested inspection dollars through the prudent use of technology, whether it be geotechnical, visual, aural, or electromagnetic inspection methods.

Over the last several years, failures of various large diameter lines have made the national news. Some of these failures became catastrophes of significant scale with grave social and environmental impacts. Many of these occurred within utility systems that have some form of an asset management program, which most agencies now utilize to proactively maintain and identify infrastructure issues and to implement a systematic plan that addresses conditions and extend the life of the asset. While this technical approach is critical to asset management, it often neglects to assess the social and environmental factors associated with the infrastructure - factors that if overlooked may serve as an origin of catastrophe later. Considering that many of the nation's large diameter lines are approaching or have past their original design life expectancy, a comprehensive asset management prioritization model is needed that offers standardized measures of consequences of failures. In this paper, we present a replicable framework for assessing pipelines on two tiers: technical and social/environmental. We demonstrate through a case study of the City of Houston that a standard condition assessment program can be enhanced by our two-tiered method.

This paper presents the key findings of the condition assessment effort of 23 lift stations in terms of existing condition and projected useful life. The District provides wastewater treatment for over 110 mgd. The wastewater is generated by the unincorporated part of the County, the Strip, and the communities. The District created in 1954 operates and maintains 30 lift station facilities in the District's service area. These lift stations service a substantial portion of the collection system tributaries in the County. The efficient and effective operation of these stations is critical in the overall operation of the District's wastewater collection system. The District determined that a general condition assessment was required for 23 of the lift stations, including the identification of the need for repair and rehabilitation or improvement of the lift station facilities. A proactive approach toward preventive maintenance reduces the operation and maintenance cost of the system over time and considerably reduces the capital cost of rehabilitating the system in the future. The condition assessment performed by the V&A team included the following technical disciplines: Hydraulics;Structural; Corrosion;Cathodic Protection;Coatings; Seismic; Electrical; Instrumentation and Controls;Odor Control; Drainage; Environmental; Safety and Security; Real Estate; and Communications.

Waternet, the water cycle company of Amsterdam and surroundings, manages three large diameter pre-stressed concrete pipelines (PCPs), which transport pre-treated water for drinking water production and industrial use. These pipelines pass through critical areas in the densely populated West of The Netherlands; in the centre and along the edge of a primary dyke along the Amsterdam-Rhine Canal, crossing several other dykes, along and across highways and railways and nearby the runway of Amsterdam Airport. Since a leaking pipeline caused the collapse of a dyke in the South of The Netherlands, the Security Council required the Dutch water supply utilities to improve their management of the pipelines near vital infrastructure. The goal of this study is to develop an integrated monitoring strategy for the pipelines, to ensure that the pipelines do not affect the functioning and stability of the vital infrastructure along the pipelines route. The main focus of the strategy is to prevent pipeline failure and to detect pipeline failure in an early stage (before it can cause harm). Failure mechanisms of PCPs were analyzed; leaking joints caused by ground movement were identified as the most likely failure mode. Based on the timescale of possible causes of failure a combination of currently applied and "innovative" monitoring techniques was selected for the monitoring strategy.

The Magic City…. Miami, Florida.… images of palm trees, azure waters and sugar-sand beaches. Behind the glamorous persona of Miami lies a city of 2.5 million people and all of the infrastructure needs of any major metropolitan community. Underground lies a complex network of utilities serving the tourists, residents, and the Miami business community on a daily basis. Principal among these is a system of 3,042 miles (4,896 km) of gravity sewer pipe, 1,039 pump stations, and 908 miles (1,461 km) of force main sewers that the Miami-Dade Water and Sewer Department (MDWASD) relies upon to serve the needs of the community while preserving the elegance and beauty of the Magic City. On June 18, 2010, MDWASD experienced a sudden and catastrophic failure of a 72" (1829 mm) force main that had been installed in 1978 resulting in a spill of 15,000,000 gallons (56,781,000 liters) of untreated sewage into the Biscayne Canal, an event that could have resulted in a devastating impact on local residents and the surrounding waterways of Miami. This paper will examine the nature of the pipeline failure and outline the steps taken by MDWASD to evaluate the condition of the existing force main and assess the options for repair, replacement or rehabilitation of the 72" (1829 mm) force main. The discussion then focuses on the timely and effective actions taken by MDWASD in addressing this situation to minimize disruption of service by slip-lining the deteriorated concrete pipe structure with 8000 linear feet (2438 m) of 63" (1600 mm) diameter high density polyethylene (PE) pipe. The paper will review the factors leading to the selection of this rehabilitation technology and conclude with MDWASD's outlook on the need to continually asses the integrity of underground assets and the options for repair, replacement or rehabilitation of its waste water infrastructure.

The East Bay Municipal Utility District (EBMUD) is a major water utility providing water to over 1.3 million people on the eastern side of the San Francisco Bay Area. EBMUD has approximately 4,200 miles of treated water distribution and transmission pipelines within a 331-square-mile customer service area. Approximately 360 miles of this system are large diameter pipelines consisting of 20-inch and larger diameter welded steel pipe, 36-inch and larger reinforced concrete cylinder pipe, 16-inch and larger diameter cast-iron pipe, and 20-inch and larger pre-tensioned concrete cylinder pipe. System data are managed using a comprehensive Geographic Information System (GIS) geodatabase of pipeline characteristics and seismic hazards. The EBMUD service area is located within a seismically active geologic region with four active faults directly within the service area. The Hayward Fault, a strike slip fault capable of a Magnitude (M)7.25 earthquake, is the most severe hazard. The average recurrence interval for earthquakes exceeding M7.0 on this fault is 140 years with the last earthquake occurring in 1868, 144 years ago. In a recent study, the United States Geological Survey (USGS) projected that the Hayward Fault has a 63% probability of a M6.7 or greater earthquake occurring within the next 25 years. A pilot study focusing on large diameter pipelines was aimed at predicting pipeline damage following a scenario earthquake simulation. The prediction model identifies damage based on peak ground velocity (PGV) and peak ground acceleration (PGA) input metrics for near real-time ground motions. The model uses contemporary seismic pipe fragility functions and secondary fragility functions considering ground shaking, liquefaction, landsliding, and fault offset. As a first indicator for emergency response for water facilities and pipelines, EBMUD has developed seismic damage prediction models to estimate the level of damage for input earthquake events. This paper discusses selection of the scenario seismic event, collection of seismic hazard maps, creation of the large diameter pipelines damage prediction model, and computation of the relevant geospatial relationships. This paper presents the preliminary pilot study results for a scenario earthquake event along the Hayward Fault.

The Baltimore City and County water system consists of nearly 4,000 miles of pipe, with 64,000 valves, 25,000 fire hydrants, 14 pump stations, supplying 268 million gallons of high quality water daily to about 1.8 million customers; the water distribution system dates back to 1804. In 2003, the City of Baltimore initiated a program to control risks associated with aging infrastructure. This program is centered on the reliability of assets and operational intelligence. The City's program builds reliability at critical assets and simultaneously captures data about how the system performs into key business systems. It is coordinated with virtually all of the City's capital programs to renew water infrastructure, it defers the cost of some of these programs and it reduces the cost of others. This program returns tremendous value by reducing the cost of reactionary maintenance and reducing the consequences of failure by allowing field crews to react using the right technologies and the right tools in a significantly reduced timeframe. There are many benefits to this program and there are many potential pitfalls.

Utilities often do not know the actual condition of water distribution and transmission main infrastructure running under bodies of water or near/under critical infrastructure such as highways, railways and levees. These extensive and aging pipeline infrastructure assets often have no redundancy and in the event of a water main rupture pose very serious consequences in terms of environmental damage, service disruption and cost to repair surrounding infrastructure. A growing number of utilities are recognizing the need to inspect this critical infrastructure to minimize their risk exposure and ensure efficient water network operation. As part of their water network, the Corpus Christi Water Department operates a 24" diameter steel transmission main (a combination of cement lined steel and AC pipe) which runs under a shallow portion of the Corpus Christi Bay, connecting the main land to Padre Island which is a popular tourist destination featuring resorts, hotels,marinas, and pristine beaches. The transmission main was installed in 1960s and runs a total length of 24,000 feet under 4-8 feet of water/mud on the bay floor and throughout the island delivering potable water. There is curently no redundant water main to supply the island in the event of a rupture or service interruption. Due to the extensive cost to replace or repair the transmission main, the Corpus Christi Water Department required a reliable method to evaluate the condition of the pipeline to help make and justify their capital infrastructure plans and to ensure reliable water supply to the island.

The Challenge: Two days before Christmas in 2008, an aging 66-inch water main burst in a major Eastern US city, flooding the area with nearly 50 million gallons of water at 150,000 gallons per minute. Roads transformed into rivers four feet deep, creating whitewater rapids that wrecked cars and smashed buildings. Helicopters, boats, and fire trucks rescued trapped residents and transported them to safety, as utility crews struggled to shut down the ruptured main. With increasing regularity, water main breaks have devastated streets, businesses, and homes in major cities across North America. In each case, utility crews responded almost instantly, deploying to the scene and attempting emergency procedures to shut down the broken water main. However, the severity of flooding and property damage in each case dramatically increased because the responding utility crews lost the battle against the most unforgiving enemy: time. Locating, accessing, and closing all the pipeline valves feeding a broken water main takes much too long in most cases as crews often don't know which valves to open or close, lack accurate asset location and operational status information and even when they do find the right valve, there is a high percentage chance that it just doesn't work. Overcoming the Challenge: Operational intelligence and accurate asset information is the best line of defense to minimize the cost of a pipeline failure. Understanding the operability of control points such as large valves is often the first step of a phased distribution network assessment program. Valves represent system control, allowing the network to operate efficiently, while minimizing damage in the event of a pipeline rupture. Once valve operability has been increased, a phased pipeline inspection program can begin which can include leak detection and visual inspection (during live and shut down conditions). Based on the information obtained about the condition of the pipeline, addition inspections and monitoring technologies can be applied if required. The final stage is to ensure that accurate data points have been captured and mapped into a CMMS/GIS system to ensure future system efficiencies. This presentation will also provide an overview for how the City of Baltimore established a high level of operational intelligence about their water network, which allowed for accurate emergency plans to be developed and ultimately reduced the consequences of a major 72-inch PCCP transmission main failure.

The authors of this paper are communicating the issues with transmission of noise created by a leak on larger diameter water mains and the issues involved with listening to such noise created by the leaks. The authors are also looking at the average frequency of leaks per km and the average losses from such leaks on large diameter mains.

This paper presents the development of an inspection plan and the application of various technologies to conduct the testing on a 36-inch ductile iron sewer force main pipe. Following two failures in the past four years on the Underwood Creek Force Main, the Milwaukee Metropolitan Sewerage District conducted a condition assessment of the 36-inch ductile iron pipeline. The pipeline is 9,950 feet long and runs adjacent to Underwood Creek in the City of Wauwatosa for about 6,000 feet and then down the middle of Water Town Plank Road, a major roadway. The first phase of the work included the evaluation of various inspection technologies and procedures to identify the most cost effective method to determine the condition of the pipe. The results of the study identified a combination of corrosion potential evaluations using close interval potential survey (CIPS), soil characteristics, guided wave, ultrasonic tests and visual inspection. The CIPS and soil characteristics were used to identify 10 locations to excavate the pipe and conduct additional testing. The use of ultrasonic guided wave technology (GWT) has become increasingly popular over the years for use in screening steel piping systems for degradation due to the ability of GWT to screen long lengths of pipe from a single accessible location. GWT assessments require the placement of a guided wave transducer collar at a fixed axial position along the pipe. The transducers are then software/hardware controlled to introduce ultrasonic guided waves which travel axially along the pipe. When the guided waves encounter changes in the cross-section or stiffness of the pipe, reflections occur which propagate back to the transducer collar where they can be received and processed to identify areas of potential degradation for additional investigation. GWT has been applied primarily to carbon steel piping systems with comparatively much less testing having been conducted on ductile iron piping systems. GWT results obtained on the Underwood Creek Main show promise for applying the technology to such systems as good signal to noise ratios have been achieved when considering responses from known pipeline features. During testing of the force main, GWT examinations were conducted inside eight different excavations to screen approximately 319 total feet of pipe. This paper discusses the challenges associated with implementing the inspection plan and the results of the inspections including those obtained by using the GWT on the ductile iron pipe.

Bar-wrapped pipe ("BWP") commonly used in pressure pipelines due to its reliability, cost effectiveness and durability. Failure of BWP can occur as a result of long term leakage and subsequent corrosion or as a result of leakage and deterioration of the reinforcing bars over time. The failure can also be the direct result of a transient pressure or other sudden catastrophic events. The consequence of failure may result in a significant disruption of operation and service for a water utility without any warning. This is a concern because assessing the condition of a damaged BWP is very challenging. In this paper, a nonlinear finite element analysis was used to evaluate the performance of a damaged BWP. For the structural evaluation, stresses and strains developed in the damaged BWP were evaluated. Cracking and spalling of the mortar lining will eventually lead to the corrosion of the steel components. In an effort to account for the steel deterioration, the model was adjusted by reducing the thickness of the steel cylinder. This study investigates the behavior of a deteriorating BWP under various levels of distress and various internal pressures. The results based on a 24-inch pipe transmission main, are used to define criteria to evaluate the performance of a damaged BWP. Based upon the finite element results obtained in this study, suggestions for future work are presented and discussed.

The Anchorage Water and Wastewater Utility (AWWU) owns, operates, and maintains a sewer pipe network with over 750 miles of pipe ranging from 2 inch lateral pipe to 96 inch interceptors consisting of 15 different pipe materials. AWWU currently has over 26 miles of sewer interceptors, as classified with the Strahler Stream Order analysis that have been installed periodically since 1917. The average age of the interceptors is 33 years. Like many utilities across the country and around the world, AWWU is trying to become more proactive and less reactive in its maintenance of its critical assets. To be in a position to plan ahead, AWWU realized that they needed first hand additional data on the condition of its sewer conveyance system. Through its asset management program, AWWU used the limited data available on the existing interceptors to organize them into risk categories based upon the probability and consequence of their failure. AWWU then retained a team lead by CH2M HILL's Condition Assessment and Rehabilitation Service group (CARS) with subconsultant services provided by Red Zone Technologies to perform a condition assessment of all major risk interceptors and as much of the major and moderate risk trunks and lateral pipe that could be obtained given the limited project budget. The work includes approximately 111,000 LF of large diameter, high risk sewer interceptors, 10,000 LF of high risk force main interceptors, and 75,000 LF of high and moderate risk sewer laterals. The project was approached using a streamlined tiered and adaptive plan (TAP) that focuses data collection while still making sure that all of the assets are included in the work. The result is the collection of the data required to complete detailed condition assessments of the existing AWWU assets, predict future (remaining) life of the assets and accurately schedule future repair/rehabilitation/replacement efforts. The key to the applied system is: 1. identifying and managing project issues early; 2. executing a tiered approach to data collection and analysis and, 3. applying the right data to rehabilitation recommendations This was a huge undertaking and everything is susceptible to the weather conditions prevalent to Anchorage. While work started in August of 2011, it ended in December. The completion of this undertaking relied on close coordination between the AWWU O&M staff and Administration and CH2M HILL. Work included confined space entries, significant traffic control to inspect MH's and run CCTV/Sonar/Laser equipment, snow removal, agency access permits, operations running 24 hours per day (two shifts of 12 hours each) and a significant public relations effort. The main focus of this paper and presentation will be the logistical and coordination efforts required to perform the condition assessments. This presentation will also cover:AWWU Asset Management Planning;Background of Project;Selection of Condition Assessment Technologies for this project; Presentation of findings from the work; and Knowledge Gained.

Carbon fiber reinforced polymer (CFRP) composites are being used increasingly for renewal of prestressed concrete cylinder pipe (PCCP), due primarily to its easy and speed of installation requiring no excavation of the pipe. Experience in developing probability-based limit states design (PBLSD) criteria for common construction materials points the way forward for making similar advances in guidelines for design and evaluation of PCCP renewal using CFRP composite materials. This paper is aimed at providing technical basis to support such a standard development. The paper reports progress made on developing the PBLSD approach for CFRP renewal of PCCP. Reliability tools and supporting databases that are available for developing the load and resistance design (LRFD) criteria are summarized. A set of load combinations for underground pipe design that are consistent with the modern probability-based load modeling concepts are proposed. The LRFD design formats for pipe strength limit states are presented in a relatively simple, practical and familiar form to facilitate the implementation of CFRP composites in concrete pipeline renewal practices.

Failures of Prestressed Concrete Cylinder Pipe (PCCP) throughout North American municipal water transmission systems since the 1970's has led to the development of a myriad of rehabilitation technologies. Besides removing and replacing full sections of distressed pipe with new pipe, the most widely used method of rehabilitation of PCCP is the structurally independent, Type IV relining of the host pipe with steel cylinders. Referred to as Steel Cylinder Relining or Sliplining, both of these semi-trenchless technologies allow a fully structural renewal of long lengths of PCCP in an economical and expeditious manner. The differences between Relining and Sliplining are discussed from the standpoint of manufacture, flow capacities, design, planning, installation and corrosion protection. The paper also provides a description and comparison of other rehab technologies.

In order to minimize disruptions to residents and the associated financial and political costs, Miami-Dade Water and Sewer Department MDWASD has adopted a proactive approach to managing their large diameter pipeline system. Through the widespread use of precision pipeline inspection techniques, the MDWASD pipeline systems are now able to be repaired or replaced before pipeline integrity issues cause unscheduled shutdowns. One pipeline replacement method is the application of Carbon Fiber Reinforced Polymer (CFRP) composites to the interior of the pipeline structure to create a new pipe within the pipe. The use of a CFRP liner, a 100% stand-alone structural solution, as a precision replacement method is very effective in combination with a comprehensive inspection program. This paper and presentation will offer readers and attendees specific information on how Miami-Dade has used their CFRP program, coupled with precision inspection, to manage and minimize outages, creating an overall increase in pipeline reliability. Discussion will center upon an overview of the important correlation between inspection technologies and CFRP upgrades, best practices in designing and installing CFRP systems and discussion of Miami-Dade's process for successful implementation of CFRP projects.

Currently, design engineers and owners of utility systems are trying to utilize innovative methods for installing critical grade pipelines more economically, with minimal disruption to surface activities, and in compliance with environmental concerns. A new technology, the AXIS Vacuum Microtunneling (VMT) system, was developed as a trenchless solution for installation of on-grade pipelines. This paper demonstrates the advantages of VMT through the results of a field evaluation of a sewer project in a pristine residential neighborhood in Glenview, Illinois. Three separate installations of 10" (250 mm) diameter PVC pipes at grades of 0.55% in sections of 176 ft (55 m), 278 ft (85 m), and 331 ft (100 m) in soft clay soil conditions were analyzed. The field analysis studied productivity and costs comparing VMT with traditional open-cut in an attempt to quantify the advantages of adopting this trenchless technology. A cost comparison determined a depth of 10 ft (3 m) as being the point at which VMT begins to be more cost-effective compared to traditional open-cut. Productivity averaged 25.89 ft/hr (7.92 m/hr) for the three VMT installations compared to approximately 18 ft/hr (5.5 m/hr) estimated for a similar open-cut option.

The world's population is increasing at a tremendous rate, the world's renewable water resources are reducing rapidly, the gap between water supply and demand is widening with urbanization and climate change making the gap even wider. In the USA water loss is a major issue, especially with the severe droughts experienced around the country. This paper outlines the importance of technology and innovation, describes technologies available in assisting water utilities to save valuable quantities of water lost through leaky networks and highlights the way forward in developing appropriate technology. To deal with such losses in an effective manner, particularly from networks in water scarce areas, water utility managers are increasingly turning to technology to reduce costs, increase efficiency, and improve reliability. Companies that continuously invest in technology and innovation will see a positive return on investment in terms of improving daily operations and collection and analysis of nework data for decision making and forward planning.

The York-Durham Sewage System (YDSS) is a large regional sewer system carrying approximately 80 percent of the wastewater flows from York Region as well as the communities of Ajax and Pickering in Durham Region. The Southeast Collector (SeC) trunk sewer is the primary outlet sewer to Duffin Creek Water Pollution Control Plant and as such is a critical component of the YDSS. The system will convey the wastewater flows from 1.5 million people by design year 2036. York and Durham Regions completed an Individual Environmental Assessment (IEA) in support of a major trunk sewer capacity upgrade of the SeC trunk sewer. The IEA was the first of its kind required by Ontario's Ministry of the Environment (MOE) for a major wastewater project. The IEA addressed key environmental and public concerns including groundwater impacts from construction/tunneling and public and agency opposition related to pipe construction. To address these concerns, baseline conditions were established and a three-stage methodology was implemented to identify and subsequently evaluate the alternative trunk sewer routes and alternative design methods (e.g., earth pressure balance tunnel technology versus open cut, use of sealed shaft construction, provision of dedicated haul roads and spoil sites, etc.). The IEA recommended the construction of a 15 kilometre, 3000-millimetre diameter sewer by tunnelling (using earth pressure balancing machine (EPBM) and sealed shaft construction). The project involves significant tunneling (five to 40+ metres below grade) under sensitive watercourses (cold water fishery) and associated tributaries and the protection of major groundwater aquifers serving local wells. The IEA document was approved by the MOE in August 2010 and the new sewer is currently under construction. This paper will focus on the political/regulation challenges the team faced and how approvals for this project were obtained. Specifically, a well-documented process was implemented to develop the alternative sewer routes, screen and select a shortlist of alternative routes and finally, select the preferred route. This process contributed to the various political and regulatory agencies approving this significant project.

In the water and wastewater industry, the sustainable properties of pipe materials are often presented in a form not suitable for a quantifiable comparison of alternate pipe materials. To quantify how and where a pipe material would impact the environment is very complex. The complexity is not only in the collection and evaluation of pertinent data, but is also characterized by the variety of materials involved and the differences in design, manufacturing, and installation processes of various pipes for the intended purpose. Embodied Energy (EE) analysis affords a methodology for quantifying the differences between various pipe alternatives for specific specifications. The EE is a parameter that can be used in a more comprehensive Life Cycle Analysis (LCA). While EE can be broadly defined to include raw resources, manufacturing, installation, operation and end-of-life recycling and/or disposal; as a first step the ASCE Task Committee for the Sustainable Design of Pipelines (SDP) has elected to limit the scope of the EE parameter to cradle-to-gate with selective consideration of end-of-life parameters. The boundary of the cradle-to-gate EE parameter terminates at the point where the pipe product leaves its manufacturing facility. With this limited boundary, EE is defined by the amount of energy consumed in acquiring all necessary raw materials, the production of intermediate products, and the manufacturing of the finished pipe product that has been designed for its intended use. It should be noted that EE alone has no consideration of emissions or the impact of by-products to the environment and as a result does not replace or substitute for a Life Cycle Cost (LCC) analysis. However it should be noted that as the EE parameter is developed, it can be associated with environmental impact markers to allow a more comprehensive input parameter to a project's LCA and/or a Carbon Footprint Analysis.

The Integrated Pipeline (IPL) project which involves a 147 mile pipe line is a joint effort between the Tarrant Regional Water District (TRWD) and Dallas Water Utilities (DWU) that will bring additional water supplies to the Dallas/Fort Worth metroplex. As a part of the pipe line layout and construction, large amounts of soil will be excavated during the pipeline construction installation process. Similarly, large amounts of soil need to be imported for bedding and backfilling of the trench. Importing new fill material and exporting excavated trench material for landfilling will have serious implications on both economic and environmental aspects of this mega construction project. As a result, a research study was initiated to study the reuse potential of the native soils as pipe backfill material. It was observed that a large portion of the native soils along the pipeline alignment could not be reused in their native form. Hence, chemical amendment studies were conducted to evaluate the possible reuse of chemically amended native materials. Sustainability concepts such as Economic and Environmental impacts of such reuse methods are discussed in this paper. Both cost benefits and environmental benefits of using ameliorated native soil vs. imported material for bedding and backfilling are discussed in this paper. This study shows that there are considerable cost advantages and environmental benefits in using chemically modified native excavated soils as bedding and haunch material.

Pipe Penetrating Radar (PPR) is the underground in-pipe application of ground penetrating radar (GPR), a non-destructive testing method that can detect defects and cavities within and outside mainline diameter (>18 in / 450mm) non-metallic (reinforced concrete, vitrified clay, PVC, HDPE, etc.) underground pipes. The key advantage of PPR is the unique ability to map pipe wall thickness and deterioration including voids outside the pipe, enabling accurate predictability of needed rehabilitation or the timing of replacement. A case study was conducted to demonstrate the capabilities of the SewerVUE PPR pipe condition assessment technology for the Metro Wastewater Reclamation District (MWRD) in Denver, CO. This paper describes the in-pipe data collection at the Harvard Gulch Interceptor and subsequent analysis focusing on the results obtained from the PPR data. These include: exact measurement of pipe wall thickness, pipe wall corrosion, loss of rebar cover and mapping grout thickness around the pipe. An overview of MWRD's advanced pipe condition assessment technology research, comparison of available technologies, and how these findings have helped improve asset management strategies is also discussed. With limited available funding and budget constraints becoming more prevalent, timing of rehabilitation and overall intelligent asset management is more critical than ever for municipalities Advanced pipe condition assessment technologies, including the SewerVUE PPR system, show promise as being cost-effective, non-destructive methods that are able to help better refine estimated remaining life of an interceptor, accurately determine overall severity of pipe degradation, as well as provide a basis for improved cost allocation and timing of rehabilitation efforts.

They say everything is bigger in Texas. So when Dallas and Fort Worth joined forces to tie-in an additional water supply for the metroplex, things got big in a hurry. The Integrated Pipeline Project (IPL) is a $2.2 billion water transmission project currently being undertaken by Tarrant Regional Water District (TRWD) and Dallas Water Utilities (DWU). In laying out a process for selecting the pipeline route, the conceptual design team started by looking at multiple corridors then took steps to narrow the focus to a preferred corridor, then a better defined route, and eventually to a final alignment. The steps taken to select the final route included: Screening of seven initial corridors to narrow selection down to four corridors; Detailed analysis of four corridors leading to the selection of a single corridor; Analysis of conflicts within the corridor to recommend a preferred route; Right-of-Entry for the preferred route; Detailed surveys including archeology, environmental and geotechnical;and Final route selection by design teams. During the course of this process, the conceptual design team implemented several technological and operational innovations which optimized the route and the route selection process. These innovative solutions included: Use of mobile Geographic Information System (GIS) technology to collect data that led to efficiencies in sharing and analyzing data;Helicopter flight with geo-referenced video of the pipeline route; Cross-connection to existing system which increased flexibility, reliability and allowed a substantial portion of the project to be postponed; and Adding a storage reservoir and tunnel section to reduce pumping during the initial years and add operational flexibility. Implementing a sequential route selection process and incorporating technological tools allowed the pipeline route to be successfully selected. The route selection reflected consideration for a large range of social, environmental, construction, operational, and sustainable criteria.

Since its formation in 1951, the North Texas Municipal Water District (NTMWD) has been charged with developing a reliable water supply source for its 13 member cities and 60 other customers, serving more than 1.6 million people in portions of North Texas. NTMWD, like many large municipalities and water suppliers, increasingly relies on aging infrastructure to meet customer demands. Urban growth, development, and congestion are some of the major challenges in maintaining and replacing existing infrastructure in highly populated regions. In 2009, the NTMWD initiated a project to replace a critical existing 4-mile, 42-inch pipeline with a new 48-inch pipeline that supplies treated water to the NTMWD member cities of Richardson and Plano, Texas. The 35 year old existing water line had an increasing number of maintenance issues including pipe buckling, leaks, and other repairs in numerous locations. Since the 1970's, urban growth and build out had occurred in the area and created difficult challenges for replacing the existing pipeline. This paper will focus on the major design and coordination issues, construction management, and lessons learned during design and construction of the multi-million dollar project. Unique project design issues included multi-level coordination of road and utility infrastructure throughout the congested corridor, evaluation of roadway and traffic impacts to high capacity thoroughfares, repair and protection of landscaping and urban spaces per local ordinances, evaluation of alternate routes, and deep and extensive tunnel crossings of highways, major thoroughfares, and major creeks. Hydraulic and surge models were developed during design to confirm capacity and long term reliability for the new pipeline. Challenging construction issues included traffic control, sequencing and logistics for materials delivery and staging areas, and coordination with numerous landowners and businesses. Construction contract documents were specifically written to provide for an accelerated 10-month construction schedule in order to meet pipeline in-service requirements for Summer 2011. The construction phase required management of multiple installation crews in order to meet schedules and public expectations.

Miami-Dade Water and Sewer Department (M-DWASD) is using design-build delivery for a project involving replacement of utility pipelines under Biscayne Bay; a 54-in. (1370-mm) force main (FM) that extends from Miami Beach to Virginia Key, and a 20-in. (510-mm) water main (WM) that extends between Port Island and Fisher Island. The project, referred to locally as the "Government Cut Project", is driven by an aggressive schedule to complete as of October 2012. The schedule must accommodate planned dredging activities to deepen and widen the harbor channels for the Port of Miami to serve the larger Post Panamax ships coming through the Panama Canal in 2014. Trenchless technology methods are being used to replace the pipelines through extremely pervious limestone, constituting some of the most challenging geologic conditions in the United States. To achieve project objectives, a significant site and subsurface investigation was necessary in addition to very complex permitting efforts. Land / ROW acquisition and easements were also required to obtain site areas for work activities as well as the permanent installations. The procurement process was a two-step "best value" procurement approach that selected the Design-Builder from a shortlist of best-qualified firms on the basis of both technical solution and price. The Request for Proposal promoted innovation through submittal of alternate proposals from the competing D-B firms, at their option, if proposers also submitted a base proposal in full compliance with the Request for Proposal (RFP). This paper will describe the nature of required design and construction, including the procurement process that M-DWASD used to address the challenges and risks faced by the project. A brief summary of the technical solution being implemented by the Design-Builder is provided. Further details regarding the design and construction methods are covered in a paper by the authors in the 2012 North American Tunnel Conference proceedings.

The City of Stockton Municipal Utilities Department has completed their Delta Water Supply Project (DWSP) at a cost of $200 million. This progressive design build project was completed by CDM Constructors, Inc. (CCI) as the prime contractor for the project. The project includes more than 12 miles of a 54-inch diameter raw water pipeline that will transport surface water from the San Joaquin River to the new 30-million-gallon-per-day (mgd) treatment plant. More than 7 miles of 36- and 54-inch-diameter treated water pipelines connect the new water treatment plant to the city's existing distribution system. The pipeline construction involved several challenges including difficult soil conditions, groundwater dewatering and tunnel crossings of major canals, interstate highway, railroad and major roadways.

The development of a new type of carbon and glass FRP laminate is introduced. The laminates offer unique solutions for strengthening deteriorated pipes. Independent tests have demonstrated that the laminate can bridge an opening as large as 24 inches without the need for a supporting pipe. The first application of this product to repair a cast iron gas main was recognized by the Trenchless Technology's 2011 Project of the Year Award.

The Palm Beach County Central Regional Reclaimed Water Facility is capable of providing 27 million gallons per day (MGD) of reclaimed water at a total constructed cost of $54,300,000 to serve the 3750 Megawatt (MW) NextEra Energy (formerly Florida Power and Light [FPL]), West County Energy Center (WCEC). Use of reclaimed water provides a sustainable water supply for the WCEC thereby solving the water-energy nexus. The 27 MGD reclaimed water treatment facility constructed at the East Central Regional Water Reclamation Facility (ECRWRF) will divert an estimated 7.65 billion gallons per year of secondary wastewater effluent from deep well injection disposal. WCEC's timetable required an accelerated schedule of 30 months to design and construct the ECRWRF. The reclaimed water filters, storage, pumping, and 36-inch diameter 18 mile pipeline were completed ahead of schedule, in only 26 months. The reclaimed water project established the water-energy nexus for the two-billion-dollar power plant by providing a sustainable source of evaporative cooling water. This project serves as a case study in providing reclaimed water to a power plant as well as a guide to making the appropriate decisions necessary to successfully complete such a project on schedule.

The first pipeline installation is the 12-mile long 96-inch diameter Renton prestressed concrete cylinder pipe (PCCP) forcemain for the Municipality of Metropolitan Seattle in Washington State (Metro). One of the critical design criterions for the external loading on the forcemain pipe was the assumption that the pipe had to be designed to carry the full external load without any contribution from the backfill side support (zero side support) since the forcemain, which was generally paralleling the Duwamish River, went through very soft soils, ground water, and unstable soils at many locations. The forcemain was designed for earth covers of 10 ft to 35 ft. and internal pressures from 125 to 325 feet of head. The schedule for completion of the Renton forcemain required Metro to purchase all the pipeline material through a pipe supply contract and also award five installation contracts to five general contractors for the nine separate installation contracts. It was also a major challenge for the pipe manufacturer to mobilize a plant and keep up with pipe and fittings delivery to the five installation contractors. Metro's engineer conducted many feasibility studies for different pipe materials which led to the selection of rigid-wall pipe alternatives only, due to the very soft soil field conditions. The selection of rigid-wall PCCP amongst the pipeline material alternatives will be discussed and presented. The design and manufacturing challenges will also be discussed. The second pipeline installation is the 16 miles of 78-inch, 90-inch and 96-inch diameter Los Vaqueros and Old River reinforced concrete cylinder pipelines (RCCP) for the Contra Costa County Water District in Northern California. These pipelines generally went through soft soils with poor side supporting strength. The pipelines were designed for earth covers of 8 ft. to 40 ft. and internal pressures from 50 psi to 175 psi. Both flexible steel pipe and rigid-design concrete pressure pipe were considered for the Los Vaqueros and Old River pipelines. The rigid-pipe design assumed low side supporting strength and the flexible steel pipe design mandated wider trenches and higher compaction levels than the rigid pipe design to offset the poor side support strength of the native soils. The RCCP option was selected by all the bidders. The design and manufacturing challenges will be discussed and presented.

In today's challenging economic environment of lean organizations and mandates to do more with less, using as-needed contracts as an aid in building effective construction management teams can help maximize staffing flexibility and competency. Large diameter pipeline construction incorporates many highly technical and specific construction techniques and skill sets, requiring quality assurance subject matter experts. On pipeline projects, in house staff experienced with materials analysis, plant and field cement mortar lining, welding, tunneling, soils analysis, schedule reviews and claims assessments may not always be available. Rather than hiring a specialized construction management firm to maintain overall responsibility of the construction phase work, blending staff from as-needed contracts with in-house staff can serve two goals. First, keep project costs down by using less expensive in-house staff to the largest extent possible and second, ensure specialty skill sets and knowledge are part of the construction management team. Having several firms on call with active as-needed contracts allows for quick response to unexpected problems without having expert staff on the team full time. This paper will examine this alternate construction management model.

Various governmental, professional and private studies have shown that the replacement costs of underground pipeline infrastructure is excessive and that best practice approaches for infrastructure risk management promote condition assessment programs to understand the actual condition of individual pipe sections in order to best allocate limited capital replacement and rehabilitation funding. The key element to these programs is a physical inspection of the underground piping which provides the required data for planned renewal and replacement activities which costs significantly less than emergency mobilization repairs. The Miami-Dade Water and Sewer Department (WASD) is one of the largest utilities in the United States and the largest user of Prestressed Concrete Cylinder Pipe (PCCP). A failure in one of their large diameter PCCP treated water mains precipitated a move by WASD to implement the Infrastructure Assessment And Replacement Program (IAARP) to find and implement the best available inspection and rehabilitation technologies to address potentially damaging deficiencies in the large diameter buried pipe of its water distribution system. Using electromagnetic (EM) and acoustic technologies to evaluate distressed pipe and leak detection. Engineers at WASD have collected quantitative information for individual pipe sections in an effort to effectively manage and make the best-informed decisions regarding capital planning and the sustainable operation of their pipeline infrastructure. Over the course of two years, WASD has assessed over 75 miles of PCCP mains. Results show pipelines with distress levels ranging from 0 to almost 20% of pipe sections inspected. The question faced by WASD engineers now is how to maintain pipeline reliability over the remaining life of the pipeline at an acceptable level of risk and most cost effectively. The assessment technologies used by WASD assist in 1) identifying, localizing, and quantifying the presence of broken pre-stressing wires and leaks in individual segments of pipe along the pipeline and 2) providing risk analysis and repair prioritization for pipes identified with broken pre-stressing wires and leakage. As such WASD has been able to categorize the structural damage found, allowing it to prioritize its rehabilitation program and allocate funds accordingly in an emergency and/or an annual basis. The program demonstrates that by using quantitative data from EM and acoustic assessments, a customized pipe rehabilitation solution can be built that saves significant amounts of money for infrastructure renewal while minimizing services disruptions.

The Town of Gilbert, AZ, needed to meet the potable water demands of their existing and future customers. One water resource strategy was to utilize their Colorado River water allocation and build a new water treatment plant (WTP). This entailed constructing a 13-1/2 mile, 48-inch diameter pipeline to convey raw water from the Central Arizona Project (CAP) Canal to the San Tan Vista WTP. Gilbert's major challenges included: 1) Complete the project within 30 months to allow the WTP to be commissioned prior to the 2009 warm weather, high water use season. 2) Only one mile of the pipeline could be routed within Gilbert's boundaries; the remainder required use permits, right-of-way (ROW), or easements from over 200 public agencies and private landowners in adjacent communities. 3) Meet the budget agreed to by Gilbert and the City of Chandler, an equal partner in the project. To complete the $37 million pipeline on schedule, Gilbert chose Design-Build (DB) as the project delivery method. Gilbert also selected a Project Management/Construction Management (PM/CM) consultant to lead the project. This method proved successful for Gilbert and included several innovative elements: 1) Task the DB Team to take the lead in obtaining the necessary right-of-entry, ROW, and/or easements from over 200 public and private landowners. 2) Negotiate multiple guaranteed maximum prices (GMP) with the DB Team to provide flexibility in executing the work to meet the schedule while providing the best value for Gilbert and Chandler. 3) Empower the DB Team to use their creativity to obtain the best value. This included (1) completing a pipeline routing study that determined the preferred alignment using both monetary and non-monetary criteria, and (2) using Ductile Iron Pipe (DIP) instead of an alternate with a 27% lower material cost because DIP resulted in a lower installed cost.

What started as a minor depression adjacent to Knight Drive in South Hanover Township (PA) turned in to a major emergency repair project, not quite overnight, but very quickly. A minor sinkhole was observed adjacent to the paving along Knight Drive by municipal staff. Preliminary investigation and research determined the existence of an 84-inch diameter corrugated metal pipe (CMP) approximately 45-50 feet in length running under the road. The CMP appeared to be deteriorated and misalignment at some joints was evident with soil visible. Original quotes obtained by the municipality varied from $25,000 to $38,000, for repair methods ranging from gunite to polyurea or polyurethane lining. Sliplining was another alternative discussed for rehabilitating the pipe.

In 2000 the San Diego County Water Authority commenced construction of the Emergency Storage Project which is a system of reservoirs, interconnected pipelines and pumping stations designed to make water available to the San Diego region in the event of an interruption in imported water deliveries. Part of the Emergency Storage Project was the construction of the San Vicente Pumping Facilities capable of moving up to 200 million gallons per day from the San Vicente Reservoir to the Water Authority's water delivery system. The San Vicente Pumping Facilities, designed by Black and Veatch and MWH, were completed under two separate contracts: 1) Pre-procurement of major equipment and 2) Construction of the facilities. On March 25, 2006, the San Diego County Water Authority awarded Gierlich -Mitchell, Inc. with the procurement, delivery and commissioning, including but not limited to, three horizontal centrifugal pumps, three 7,000 HP Induction Motors, three pump control panels and programming, and two Medium Voltage Variable Frequency Drives and transformers. Shortly after, on November 30, 2006, the Water Authority awarded Kiewit Pacific Co., with the construction of the facilities, which included the San Vicente Pump Station and San Vicente Surge Control Facility. Construction of the facilities included: the pump station building; hydraulic systems; cooling water systems; primary power service and switchgear systems; excavation and construction of a three million gallon pre-stressed concrete surge tank; over 3,000 feet of large diameter pipe ranging from 84 inch to 102 inch; and installation of all pre-procured major equipment. Early on it was clear to all parties involved that the commissioning of this new facility would be complex and challenging; spanning multiple contracts and specialties, and its successful operation would be completed as a result of identifying potential issues early, communicating with all parties involved and maintaining a common goal. Typical of many new facilities, especially those with pre-purchased equipment, the phases of construction and commissioning became overlapping and blurred. As a result, the Water Authority recognized the need to coordinate startup and commissioning meetings early on in the construction phase to define the roles, responsibilities, and most importantly, to discuss the details of the required deliverables of all parties involved so all programmers, suppliers and contractors had the same understanding of the work which needed to be accomplished. One of the more difficult challenges was the integration of multiple programs, I/O signals, and communication protocols across the Human Machine Interface (HMI), master Programmable Logic Controllers (PLC), individual Pump PLCs, and various other signal sources communicating over MODBUS, Foundation Field Bus, Ethernet, Control Net, Analog, etc. As with many projects that span a five year time period from design to completion, the technical assumptions, supporting technologies, and operating conditions can evolve, redefining the acceptance criteria for successful commissioning. As a result it was critical that the commissioning team stay committed to the facilities operational goals while considering multiple technical solutions to issues that would arise during testing.

When DeKalb County Department of Watershed Management decided to replace a 50-year old raw water transmission main with a new pipeline, the obvious choice for routing of the main was in the same alignment as the existing pipeline. In this case, the existing cross-country alignment had advantages of simpler design, reduced construction cost and almost no traffic disruption. Many lessons learned later, the advantages of the cross-country alignment were tempered by much greater coordination with hundreds of stakeholders. This experience should offer caution for engineers who may jump at the obvious choice of cross-country easements. Three raw water transmission mains provide the entire water supply for over 750,000 residents in DeKalb County, serving a large portion of the Atlanta, Georgia area. The pipelines traverse a 13,000 foot easement from a raw water pumping station on the Chattahoochee River to the Scott Candler Water Treatment Plant (WTP). The existing pipelines were installed in 1942, 1960 and 1980. A new pipeline was required to alleviate the issues of pipe transient damage, reliability and capacity. The 1960 pipeline was the weakest of the three mains and subject to many ruptures over the years. It was decided to replace the old 48-inch main with a new 96-inch welded steel pipeline, which not only would be more secure but would increase the reliable capacity from 140 mgd to as much as 360 mgd. This will provide all future capacity to the County's water customers for the next 50 years. However, in the past 50 years, the character of the alignment has changed dramatically. What was once a rolling easement in open fields is now home to one of Georgia Power Company's major transmission lines, two large oil pipelines, a sewage treatment effluent pipeline, an apartment complex built over the old mains, and up to 80 individual homeowners who have fenced in backyards over the easement. The project required over four years of easement acquisition, coordination with major utilities, extensive agreements with Georgia Power Company, and two years of permitting from three counties and two new cities. Finally, in 2011, the pipeline was completed with limited construction delays and less than 2 percent change orders. This paper discusses issues that were addressed and lessons learned in construction along complex easements with active stakeholder involvement.

Condition assessments of aging infrastructure are important to identify the remaining useful life of a utility's assets and to develop a plan to rehabilitate and/or replace the infrastructure. Jacobs Engineering Group Inc. (Jacobs) assessed and prioritized recommended improvements for 33,000 feet of pipe in the Elm Fork North Interceptor System located in northern Dallas County. A 1,200-foot pipe section through Sandy Lake Amusement Park was given a high priority ranking due to a deteriorated condition. In September 2010, before a design contract for improvements was scheduled to begin, a 40 foot section of the existing 48-inch RCP sewer main collapsed in Sandy Lake Amusement Park, causing a sink-hole which compromised a rail line for the park train ride. The pipe owner Trinity River Authority of Texas completed an emergency repair, and approved a final design contract to move forward with the planned improvements. The park's seasonal schedule and surface features made design and construction scheduling a challenge. This paper provides a summary of the project history which included a rehabilitation study, alignment study and environmental assessment, and final design. The final design presented several challenges and this paper discusses some of the challenges including scheduling, bypass pumping requirements, stakeholder coordination, easement negotiation and acquisition, and design considerations proposed for the project. This paper will also discuss the sensitive nature of the park operation combined with the tight corridor which led to the need to closely consider every detail of the excavation and bypass pumping operation during design.

The San Francisco Bay Area's primary water supply system, highly vulnerable to seismic damage from the nearby San Andreas and Hayward fault zones, consists in part of aging and deteriorated pipelines. The San Francisco Public Utilities Commission's (SFPUC) $4.6B Water System Improvement Program (WSIP) consists of 81 projects to improve the seismic and delivery reliability to its customers. The Bay Division Pipeline Reliability Upgrade Project consists of 21 miles of Bay Division Pipeline 5 (BDPL5) from Irvington Portal in Fremont, CA to Pulgas Tunnel Portal in San Mateo County, CA including a five mile tunnel (Bay Tunnel) under the San Francisco Bay. The BDPL5 East Bay Reaches project consists of seven miles of new 72-inch diameter welded steel pipeline constructed within an 80-foot right-of-way, adjacent to existing operating SFPUC Bay Division Pipelines (BDPLs) 1 and 2. The pipeline lies within a growing urban area that continues to develop, with a 2,000 foot section of the pipeline crossing the seismically active Hayward Fault. This paper addresses the early planning, construction challenges, and lessons learned from this project in a very competitive bidding environment.

200' of 60" PressureCast Steel Pipe (PCSP) was manufactured in California, stored and shipped without struts or end caps, and installed in a wetlands project for the Tarrant Regional Water District in Texas. The PCSP was manufactured using a spun cast manufacturing technique, and required some variations in reinforcement as the pipe manufacturer refined the manufacturing technique. The pipe was installed in native sandy clay bedding material. This paper presents the issues encountered and addressed during pipe design and manufacturing, and the pipe performance after handling, installation, and testing.

King County and the City of Bellevue (WA) each routinely deal with construction of new and replacement sewers in their respective systems. The "Bellevue Influent Trunk and West CBD Trunk Sewer Replacement Project" represents a collaboration of the two agencies to replace existing trunk lines that serve Bellevue's Central Business District and pass through a high-density residential neighborhood. The pipelines were badly deteriorated and were reaching their capacity, with the potential for overflows to a nearby creek. This project was undertaken to meet current and future capacity needs, improve reliability, and minimize environmental impacts during construction and operation. The project replaces an existing 24-inch County trunk sewer with a new 42" line connecting to a newly upgraded 13-mgd pump station. The new trunk sewers are approximately each 2,200 feet in total length. As part of the detailed design effort, the project team carefully considered how the contractor might construct the project to prove construction feasibility, minimize property access restrictions, and to help estimate construction schedule and constructability issues. This paper will focus on how consideration of construction issues, sequencing, bypassing and sharing concepts with the contractor saved a month of time on the construction schedule, maintained property access, and reduced exposure for spillage, claims, environmental damage and negative community perceptions.

The County of Los Angeles (County) includes the Cities of Palmdale and Lancaster which are located in the high desert area known as the Antelope Valley. These two cities combined encompass an area of approximately 200 sq miles and a population of approximately 300,000 residents. Increases in potable water demand and wastewater discharges are serious challenges currently facing this region. The demand for potable water in the region is met largely by imported water from the State Water Project and groundwater pumped from the Antelope Valley Groundwater Basin. However, the water supply from these two sources is becoming less and less reliable. The Regional Water Management Group (RWMG), a collection of 11 local agencies including the Los Angeles County Waterworks District No. 40 (District), is working to meet the water management challenges in the Antelope Valley. In its Integrated Regional Water Management Plan (IRWMP), the RWMG has identified the construction of a recycled water backbone as a critical step to increase water supply and manage wastewater effluent in the Antelope Valley. The North Los Angeles/Kern County Recycled Water Project, Phase 2 (Project) consists of approximately 1,400 ft (0.25 mi) of 30-inch, 42,000 ft (8 mi) of 24-inch, and 5,000 ft (1 mi) of 16-inch diameter steel pipeline, and a 300 horsepower pump station (expandable to 1,000 horsepower) located at the Palmdale Water Reclamation Plant pumping to a new welded steel reservoir at the opposite end of the system. This paper presents an overview of the water history for the Palmdale/Lancaster high-desert area with focus on the community needs and planning decisions that led to the Project. Key design decisions for the Project including selection of pumps and drives to handle demand uncertainties, energy cost analysis, selection of pipeline materials and joint types, geotechnical and corrosion issues, railroad crossings, and an open cut crossing of the Amargosa Creek Channel will also be discussed.

Polyurethanes have found extensive applications in the pipe coating industry because they exhibit excellent corrosion resistance, abrasion resistance, toughness, and chemical resistance, as well as a wide range of useful mechanical properties. Though the first AWWA standard for polyurethane lining and coating of steel pipe was published in 1999, fast-setting, high-solids polyurethane has been used to line and coat steel pipe since the 1980's. The Provo Reservoir Canal Enclosure Project (PRCEP) is a 21-mile, 126-inch diameter steel pipeline that was placed into service in early May 2012. This $150 million undertaking is saving approximately 8000 acre-ft of water annually from evaporation and seepage, and has the capacity to carry 400 MGD of raw water. Several pipe materials were considered for the construction of this line, with polyurethane lined and coated steel pipe being selected as the most economical solution for the project. The PRCEP line is one of the longest and largest-diameter polyurethane lined and coated steel water transmission pipelines in the world, and certainly the longest in North America. This paper systematically outlines the contents of the AWWA C222 standard for polyurethane coating systems and relates it to the project, in tandem with discussions on the requirements of the project specifications. In-plant coating application and quality control are discussed. Installation and constructability issues are discussed from the Contractor's perspective.

While designing rehabilitation solution for deteriorated pressurized potable water mains, presence discontinuities in the pipe's walls must be considered. This experimental work involves investigation of three limit states e.g. flexure, shear and axial that could cause liner instability as a result of internal water pressure and uneven ground movement at a broken location e.g. ring fracture - frequently found in small diameter cast iron pipes suffering from loss of beam support. It is reasonable to assume that natural settlement of the bedding materials has long been completed for pipes that have been buried for many years. Therefore, the differential ground movements induced by frost, moisture changes in `reactive' clays or a nearby excavation causes a transverse fracture on the brittle cast iron pipes. The liner product needs to be able to accommodate such movements, which tend to take the form of flexure, shear or axial displacement. Six testing specimens were prepared (each comprised of two 4 ft long sections of a 70-year old 6 in. ID cast iron pipe) by forming a simulated transverse ring break at their lengthwise middle point and then lining them with a fiber reinforced CIPP liner. For pressurized condition test, three specimens were capped and subjected to three-point flexural, pull, and shear loading using custom-built testing apparatus. In the non-pressurized condition similar steps were followed except the caps were hollow. The behavior of the pipe and the liner was monitored with increased deflection, and geometrical changes in the liners were noted. Strain and stress measurements in the axial and hoop directions within the liner structure at the location of the ring failure were also monitored. Conclusions were made regarding governing failure mechanisms for fiber-reinforced CIPP liners subjected to angular and axial displacement.

Kimberley Lane is located in between two major Houston retail business centers, Town & Country Village and CityCentre. The existing storm sewer along Kimberley Lane was classified as inadequately sized in the City of Houston Comprehensive Drainage Plan. The project was adopted by Tax Increment Reinvestment Zone (TIRZ) No. 17 as part of their Drainage Action Plan. Lockwood, Andrews & Newnam, Inc. (LAN), serving as Program Managers on behalf of TIRZ No. 17, provided design and construction management for the Kimberley Lane Roadway Reconstruction Project, which was completed in October 2011. In addition to complete roadway reconstruction, the project scope included approximately 1,500 LF of 8" water line, 1,300 LF of 54" cured-in-place pipe (CIPP) sanitary sewer rehabilitation, 1,200 LF 6'x3' storm sewer box culvert, and 525 LF of 36"/30"/24" storm sewers. The Contractor elected to install the 8" water line using horizontal directional drilling (HDD), which provided a cost savings and increased efficiency over traditional augering methods. This project had six phases spanning a total of 270 days in order to complete construction before the holiday shopping season began. The challenges faced with constructing this project in a highly urbanized area created a sensitive work environment. The work affected restaurants, retail businesses, schools, a church and a medical building. Since the project had a significant impact to stakeholders, steps were taken to minimize the impact to their businesses and daily schedules. This paper will focus on the economical use of trenchless technologies on the 8" water line and 54" sanitary sewer rehabilitation, and how obstacles were overcome to complete the project on budget and on time.

The scope of this project is the design of a 42-in Reclaimed Water Transmission Line (33,500 LF) from the Miami-Dade Water and Sewer Department's proposed South District Water Reclamation Facility to the Zoo Miami Moat. The purpose of this pipeline is for groundwater recharge of the Biscayne Aquifer, using reclaimed water. The engineering analysis presented in this feasibility study explains the reasoning behind selected pipe materials, dimensions, and alignment route in accordance with social, environmental, and constructability considerations, as well as existing and proposed utilities surrounding the pipe alignment, and ways to maintain proper flow of heavily trafficked areas, minimize construction on newly paved roads, avoid existing utilities, and keep away from the right-of-way of residential communities, schools, parks, churches, shopping centers, bus routes, and bike trails. APCTE performed an in-depth analysis of the available alternative routes for the pipeline, and after narrowing down the options, three (3) routes remained, all seemingly feasible. However, APCTE identified several common points of interest where two (2) or three (3) of the routes intersect, and developed twenty-three (23) additional combinations as proposed alternatives with the ultimate goal of reaching the optimum alignment. A matrix was created to include the three (3) main alternatives plus the twenty-three (23) possible combinations of alternatives, for a total of twenty-six (26) different combinations, and each combination was ranked against each other to determine which would be best. A weighted scoring system was developed in order to evaluate several parameters, each with its own importance factor (6-10). A key feature to this study is the development of a pipe material evaluation matrix. The matrix evaluated the use of Ductile Iron Pipe (DIP), Steel Pipe, Prestressed Concrete Cylinder Pipe (PCCP), Polyvinyl chloride (PVC) Pipe, and High-Density Polyethylene Pipe (HDPE). APCTE performed thorough research and reached out to pipe manufacturers nationwide in an effort to obtain the latest and most authentic information with respect to the properties of each material. The price and availability of each also factored into the decision. Other considerations included M-D WASD experience and familiarity with the pipe material, pipe laying length, weight, and joint flexibility, useful life span, leakage propensity, conservation of energy along length, and potential to be damaged.

A directional driller punctured a buried 48 in. diameter potable water prestressed concrete cylinder pipe (PCCP). The pipeline is part of the City of Columbus (OH) Division of Power and Water system which supplies water to 1.1 million people in the region. The 4 in. diameter puncture occurred below the water level of a creek on a 60 degree slope as the pipeline alignment turns up from the creek crossing adjacent to a bridge abutment. Due to environmental issues associated with the creek and its banks, the lack of access caused by the steep embankment, presence of a large concrete thrust block at the outside of an elbow at the top of the embankment, various utilities, and proximity to the bridge abutment, the pipe could not easily be excavated and repaired from the outside. This paper presents a case study of damage assessment, repair design, and internal carbon fiber reinforced polymer (CFRP) repair construction. Damage assessment included inspection of the pipeline damage area and nearby elbows and joints, and evaluation of the effects of the puncture and soil washout on the pipe and risk of thrust restraint failure. Considerations for the repair design and construction included the 150 psi design working pressure (250 psi working plus transient pressure), stopping the creek water inflow prior to construction, restoring the integrity of the steel cylinder on the lined cylinder pipe, and performing concrete surface preparation and installation of the CFRP repair inside the 48 in. diameter pipe on the 60 degree slope.

Opened in 1905, the Government Cut is a manmade shipping channel between Miami Beach and Fisher Island, which allows better access to the Port of Miami in Miami, Florida. Before the Cut was established, a single peninsula of dry land stretched from what is now Miami Beach to what is now Fisher Island, and boats destined for the port at the mouth of the Miami River had to pass around Cape Florida, to the south of Key Biscayne. The now-famous South Beach is to the north of the cut.

Buried flexible pipes in service are often subjected to an increase in soil cover - like a highway crossing built after the pipe has been put into service. What will be the deflections and stresses in the pipe due to this increase in soil cover? Are these deflections and stresses excessive? Academic analyses can be complex and imprecise. Complexities include traffic load impact and vehicle spacing, the slopes of the fill, and the effect of cohesion in the increased soil cover and in the highway surface pavement (asphalt or concrete). Imprecision includes compaction of sidefill soil at the sides of the pipe, non-uniformity of soil embedment and bedding among other factors. Traditional academic precision cannot be justified. Reasonable analyses are the following based on worst case causes of deflections and stresses in the pipe. These causes are stresses and strains in the embedment soil. Of course, ignoring the ring stiffness and longitudinal stiffness of the pipe is worst case. Assuming point load at the surface, W, for vehicles (construction or trucks) is worst case. Closely spaced surface live loads are worst case. Yield strength is worst case. However, steel pipe can perform in the ductile range while considering all of the mentioned worst case scenarios. This paper is a case study for a typical increase in soil cover.

Unlike other types of pipelines which degrade segmentally, thus facilitating targeted inspection and repair solutions, steel pipes typically deteriorate continuously due to wall thickness loss caused by corrosion throughout the length of the pipeline. When faced with continuous corrosion of their buried steel pipelines, steel pipeline owners seek solutions which can address these pipelines during scheduled plant outages. The use of cathodic protection systems has been shown to be an effective solution for halting further corrosion on metallic pipelines. However, cathodic protection cannot restore lost integrity on a pipe in which the corrosion has already caused structural deterioration and it is not always feasible due to access constraints and other activities adjacent to the pipeline. Bends in the pipelines and other buried utilities create challenges for replacement of the pipelines and rehabilitation options such as slip lining which can only address straight segments of pipes and require dig pits. This paper highlights the experience of a power plant owner who has utilized carbon fiber reinforced polymer composite (fiber wrap) lining of their steel pipelines as both an emergency repair option an as a method of proactive pipeline structural upgrade. Readers will learn useful information regarding the use of Fiber Wrap liners for steel pipelines in power generation stations during scheduled outages. Specific steps for planning the project will be shared along with lessons learned during both emergency and planned Fiber Wrap installations.

Horizontal Directional Drilling (HDD) is a steerable system for the installation of pipes, conduits, and cables in an underground bore-path created by a surface launched drilling operation. HDD is the most suitable technique for crossing beneath obstacles, such as rivers and lakes, highways, or special areas such as airport runways. Additionally, HDD is a suitable and cost-effective method for constructing new water and wastewater pipelines where excavation is not practical or possible. HDD operations are capable of traversing various soil conditions and meeting a wide variety of project requirements (pipe size and material, placement distance and depth). Nonetheless, the specific soil conditions and project details are important factors in determining the productivity of the overall operation, and these conditions must be carefully investigated during the HDD design phase. The present case study provides observed HDD productivity values (ft/hr) during pilot-hole operation in different soil formations (shaly clay, sandy shale, and silty clay). The case study also provides the variations in HDD productivity during the reaming stage based on the soil and project conditions encountered (diameter, depth, and length of borehole), while other conditions (e.g., contractor, and HDD machine) remain constant.

ASTM F 1962, Standard Guide for Use of Maxi-Horizontal Directional Drilling for Placement of Polyethylene Pipe or Conduit Under Obstacles, Including River Crossings, provides a procedure for estimating pull loads and stresses on polyethylene (PE) pipe as primarily a function of the drilled path and buoyant weight of the pipe in the borehole. The ASTM theoretical model does not consider the impact of pipe bending stiffness on maxi-horizontal directional drilling (maxi-HDD) installations, since it assumes that such effects may be ignored for flexible PE pipe material. In reality, the magnitude of any additional corresponding installation forces depends on the bending stiffness of the pipe, as well as the borehole characteristics. It is therefore of interest to gain an improved understanding of the possible impact of the greater stiffness of other pipe materials. The present investigation provides an analytical means to conservatively estimate the reaction forces due to bending and the associated frictional drag, allowing the original methodology for estimating pull forces to be extended to potentially cover a broader range of pipe materials. Based on some practical examples, consistent with reasonable design and installation practices, the magnitude of the additional drag forces does not appear to be significant for many maxi-HDD applications.

Flowable fill is used for many applications, but mainly for pipe trench embedment and backfill. There are three ways that using flowable fill can be kind to the environment. Because flowable fill is self-leveling and has a strength greater than the native soil, the trench cross section can be minimized. This means less excavation which means less energy used to excavate the trench, handle the spoil pile, and to backfill the trench. In urban areas, pipeline installation can proceed quicker which means reducing traffic delays, traffic detours, truck traffic, business interruptions, and the impact on the community. Secondly, flowable fill can be made using many waste products or recycled materials. Flowable fill is basically a mixture of cementitious material, aggregate, and water. Admixtures can be used for special circumstances, but are not necessary. Typically, flowable fill is thought of as a mixture of Portland cement, concrete sand, and potable water. It is usually batched at a ready-mix plant, and transported to the site in transit mixers. However, since low strength is a desirable property of flowable fill, materials not usually considered for concrete can be used. Class C flyash, cement kiln dust, and waste by-products of coal fired electricity plants have been used in place of Portland cement. Recycled concrete, Class F flyash, foundry sand, and aggregate plant by-products have been used as aggregate. Using these recycled products and waste materials in flowable fill keeps them out of the landfills. The third way that flowable fill can be sustainable is to use the native soils excavated from the trench as the aggregate in the flowable fill mix. The flowable fill can be mixed using trench-side mixing equipment or portable batch plants that move along with the pipe installation. Using the soil excavated from the trench reduces spoil pile waste, spoil pile handling, importing aggregate materials, and transit mixer traffic from ready-mix plants. Sustainability is achieved through less time for excavation, less handling of soil excavated from trench, less hauling of materials (both to and from construction sites), and reuse and recycling. This all means less energy consumption: In many cases, these reuse and minimizing methods result in flowable fill that can be competitive with compacted earth fill.

For much of Texas, the drought of 2011 is the most severe one-year drought on record. Climatologists predict the drought will continue for the foreseeable future. Additionally, Texas continues to grow rapidly in many metropolitan areas. These and other factors put pressure on existing water supplies to meet demands. In response, some water suppliers have been forced to develop new supplies on an emergency basis. The compressed schedule of design, permitting and construction offers many challenges to the designer, owner and builder. This paper offers concepts for expediting the planning, design, permitting, survey, land acquisition and construction of water supply projects. A comparison of the critical path for a normal schedule and expedited schedule is presented for water supply projects. The comparison presents potential solutions to expedite the project schedule, including the following: 1) Alternate procurement methods for major equipment items, 2) Alternate delivery methods for construction including Design-Bid-Build, Design-Build and Construction Manager-at-Risk, 3) Splitting the project construction contracts to expedite construction, 4) Survey and easement acquisition for speed, 5) Design concepts to expedite environmental permitting of intake structures and pipelines, 6) Project management of planning, design and construction, and7) Technology tools for managing design and construction This paper will also provide case studies and lessons learned from three fast-track water supply projects in Texas.Project A: Design and construction of a 156-mile pipeline, 7 pump stations, 5 electric substations, a 100 million gallon storage reservoir and other facilities in 38 months. Project B: Design, permitting and construction of a new surface water supply including a 30-mile pipeline, intake pump station and booster pump station in 27 months. Project C: Design, permitting, and construction of a new groundwater well field, 65 miles of pipeline, and four pump stations in 18 months.

With an estimated population of 325,000, the city of Aurora is the third largest city—and one of the fastest growing communities in the Colorado. A large portion of the wastewater generated in Aurora is conveyed through the Tollgate Creek interceptor to the Metro Wastewater Reclamation District's Robert W. Hite Wastewater Treatment Facility. Installed in the 1980s, the Tollgate Creek interceptor begins in the southern portion of the city and runs north, along the banks of Tollgate Creek, to the treatment plant. The existing interceptor is reinforced concrete pipe and varies in diameter from 30 to 42 inches. The city's Wastewater Utility Plan identified the need for the additional capacity in the Tollgate system based on the 2030 planning horizon. In order to meet this goal, as well as handle all 2010 flows, the city embarked on a multi-year capital improvement program to design and construct a new interceptor parallel to the existing Tollgate Creek inerceptor. The system is designed to facilitate the diversion of all sanitary flows into the new interceptor thus enabling the existing interceptor to be inspected and rehabilitated before they were both required to be in service. Aurora Water Capital Projects Division uses a Capital Projects Delivery System that provides a simple online guide to project work flow, controls, and delivery. The tool is built on Aurora Water's best project delivery practices and was instrumental in the successful delivery of this project.

Boynton Beach has permitted capacity of 23 mgd in their Western Wellfield; however, the treatment capacity is six miles away at their East Water Treatment Plant. This raw water main project was designed and constructed as three separate projects covering approximately two-miles each. The design-team members will present a case study their design process and lessons learned including the following key points: 1) Planning study of alternative routes and pipe materials. 2) Expedited installation of the western two miles in advance of an ARRA/stimulus repaving project. 3) Alternative procurement process to "piggy-back" onto an existing contract. 4) Utility easement acquisitions. 5) Implementation of HDD. 6) Permitting complications. 7) Development of a single hydraulic model. 8) Development of standard details. Overall, the project has been successful and many valuable lessons have been learned that will enhance the results of future projects.

In response to an EPA Consent Decree, the City of Baton Rouge/Parish of East Baton Rouge (City/Parish) designed and is implementing a sanitary sewer overflow (SSO) abatement program that involves conducting comprehensive rehabilitation and capacity improvements to the collection system. To develop the program, extensive sewer system modeling was performed. The results of the sewer system modeling formed the basis for the Program Delivery Plan (PDP), which describes the approximately 100 projects needed to rehabilitate the system and increase its capacity. The PDP includes replacement of approximately 150 pump stations and nearly 2,000 miles of gravity and forcemain pipe.

Trenchless construction techniques are commonly used on many types of utility projects for railroad, highway, and waterway crossings, to cross areas of limited work space, to avoid the need for deep costly shoring, and to reduce surface disruption associated with conventional cut and cover pipeline construction. Many types of pipe materials are commonly used, but selection of the proper pipe material(s) and pipe joint(s) in combination with the appropriate trenchless method can have a profound impact on the success of the installation and ultimately the performance of the utility. The characteristics of a variety of common pipe materials relative to typical trenchless installation techniques are summarized. Issues, design parameters, and limitations of the pipe material types are presented relative to the trenchless technique. Also, pipe joint types and related design considerations and joint configuration information is discussed for each applicable pipe material.

Current pipeline design practice within water, wastewater, and drainage pipe industries is largely based on the American Water Works Association (AWWA) design manuals and standards, American Society for Testing and Materials (ASTM) standards and American Association of State Highway and Transportation Officials (AASHTO) codes and design practices, respectively. AWWA, ASTM and AASHTO practices recognize the importance of proper specification and installation of bedding and backfill for achieving the intended structural performance of buried rigid and more importantly flexible pipelines. However, the guidance provided by various AWWA design manuals, specific for pipe materials, ASTM standards, and AASHTO codes use different terminology and requirements to classify and specify bedding and backfill materials based on the pipe material. This variability of bedding and backfill classification and specification requirements creates unnecessary confusion amongst pipeline designers and introduces a potential for unintended use of bedding and backfill materials. More importantly, the use of inconsistent and non-standard soil classification terminologies makes the interdisciplinary communications difficult, potentially resulting in inappropriate and inconsistent selection of engineering properties for the pipeline design. With an understanding of the potential risks from these different specifications based on pipe material, the development of a uniform classification of bedding and backfill materials has been proposed in the past. Due care must be exercised in selecting such a uniform classification system for bedding and backfill. This paper presents the opinion that such a uniform classification and specification system should be based upon fundamental soil mechanics principles, the Unified Soil Classification System (USCS), and engineering properties of soils. The system should also consider the past and present practices of pipeline design. In an attempt to develop such a system, this paper presents the following: 1) A summary of the current practices of classification and specification of bedding and backfill for water/wastewater and storm drainage pipelines. 2) A comparison of current classification and specification practices of bedding and backfill for different pipe materials noting common and differentiating parameters. 3) A proposed uniform framework for classification and specification based on USCS and engineering properties of the bedding and backfill materials.

Tangent outlet fittings are a key component of many pipelines. These fittings are typically used in water-works applications where complete drainage of a pipeline is desired or at pumping stations where necessary for the elimination of air that is troublesome to pumping equipment. Tangent outlets, because the branch pipe centerline is asymmetric with the main pipe centerline, are more complex geometrically than conventional nozzles and tees that are symmetrically oriented. The reinforcement of openings and stress analysis of tangent outlets has not been the topic of many texts. Also, welding details that are critical to the success of any steel fabrication are often ignored. Some design guidance can be obtained from several sources including the American Society of Mechanical Engineers (ASME) Boiler and Pressure Vessel Code (BPVC), Section VIII, Division 1 and the American Water Works Association (AWWA) Manual M11, Steel Water Pipe: A Guide for Design and Installation, however the analysis and design details of tangent outlet fittings for water-works applications could use some improvements for use in the design office. This paper will address the fundamentals of design and fabrication of tangent outlet fittings for welded steel pipe and will explore the geometry and mathematics of typical fittings. The paper will also present welding code concepts and formulas that govern design. In addition, suggested welding details for ease of fabrication will be presented. The goal of this paper is to provide a useful tool to pipeline designers who may have struggled in the past with design issues related to tangent outlet fittings. An example problem is included.

Over the years, the molecular design of high density polyethylene has evolved through innovation. One such innovation was the development of PE 4710 bimodal resins for pipe applications. These high density bimodal resins have improved the performance attributes such as increased durability, longer design life, increased pressure rating, and increased hydraulic capacity for polyethylene plastic piping systems. This paper details the design improvements at the molecular level and explains how these changes affect the performance attributes that are important to polyethylene plastic piping systems.

Saskatoon is a city in central Saskatchewan, Canada, on the South Saskatchewan River. It has a population of approximately 265,000 people. The City's Circle Drive project is a $245 million design build project involving the construction of a bridge over the North Saskatchewan River, several overpasses, and a large land drainage system (LDS) complete with outfall to the Saskatchewan River. The LDS trunk sewers in this project range considerably in size and applied loading with extreme loading conditions that included a 3050 mm diameter reinforced concrete pipe (RCP) with covers approaching 16 m and a 2700 mm diameter RCP pipe with covers of 21 m. Based on contractor preference and staging logistics the pipes were designed and installed utilizing open cut methods. The paper provides an overview of the LDS trunk sewer design and construction processes used and provides insight into both the advantages and challenges of direct design when used with very high applied load scenarios. Open cut installations under high covers produce very large external loads on rigid pipes which induce considerable shear and radial tension forces within the pipe wall. The RCP trunk sewers subject to high external loads on this project were designed utilizing the ASCE Standard Practice for Direct Design of Buried Precast Concrete Pipe Using Standard Installations (15-98). Direct design pipe was chosen for this project as it directly considers shear and radial tension within the pipe wall where traditional indirect design methods do not. As the pipes were exposed to open cut embankment conditions as well as additional loads due to large offset embankments; ASCE Type 1 and 2 Standard Installation Direct Design (SIDD) installations were utilized to develop enough soil structure to reduce the bending moment forces and shear in the invert area of the pipe to within acceptable levels. The 2700 mm pipeline required additional reinforcing beyond this as even SIDD Type 1 installations required reinforcing schemes that were not feasible within a standard pipe wall section. The designs were also undertaken during a time when the AASHTO standard for the Standard Installations was under revision and the ASCE Standard of Practice was being revisited to limit the use of self-compacting materials in the middle third area of the pipe bedding. This required the design process to re-visit and incorporate many of the original design concepts for SIDD as published by Frank Heger in the late 1980's. The use of conventional RCP for this project pushed the practical limitations of both the manufacturing and installation process. The paper provides an overview of both as well as initial results of inspections that were carried out after representative loading had developed on the pipe to confirm that the pipe response to applied loads was consistent with the design intent.

Air valves are required for water and wastewater pipeline systems. However, the purpose and intended use of air valves must be identified to properly select type, location, size and specify the proper air valve. This paper will help identify the various uses of air valves within a pipeline system. Once the designer has identified the primary, secondary and potentially tertiary purposes of the air valve, the inter-relationships of the various design parameters can be refined. Many times a designer will specify a vacuum, air release and/or a combination air valve for multiple intended uses (i.e. normal operating air release and surge control) without considering the sometimes conflicting design approaches employed when sizing for multiple uses. The paper will also introduce refinements to the existing air release valve design procedure. The percent volume of air in water can fluctuate dramatically by the amount of energy and turbulence imparted to the water. At a steady, atmospheric pressure condition water has approximately 2% of air by volume. The primary purpose of an air release valve is to release this air as it builds-up over time within a pipeline. This build up of air over time will introduce excessive head loss and/or reduced capacity in an operating system. However, sizing the air release valve using the 2% rule of thumb, which is utilized in the AWWA M51 guideline, has become a "known" rather than a variable in the sizing of air release valves. This paper introduces a design approach that allows the designer to independently consider the volumetric flow rate of air for a better sizing technique for air release valves as well as the secondary usage (i.e. surge control) of air valves for a more comprehensive sizing and/or location.

The City of Atlanta's water distribution network was evaluated for meeting the minimum production of 65% of the average daily demand (ADD) in emergency shutdown condition at one of the water treatment plants. The study also investigated new locations of intergovernmental emergency water connections between the City of Atlanta (COA) system and neighboring water systems. The results of hydraulic modeling indicated that COA has an internal redundancy in place which meets the 65% ADD requirements. The interconnection capacity coming from other jurisdictions will definitely enhance reliability to COA system. The study proposed certain criteria and methods for emergency situation analysis which can be used by other utilities undertaking similar studies.

PressureCast Steel Pipe (PCSP) utilizes a patented manufacturing process to pre-compress the concrete (or mortar) lining in the steel pipe, thus making the liner less susceptible to cracking and substantially increasing the stiffness of the steel pipe. The increased stiffness of PCSP makes it potentially less expensive to install than ordinary steel pipe. This paper presents the results of a combined load test performed by Ameron on a buried PCSP in a soil box along with a finite element analysis of pipe loading to determine performance of PCSP when subjected to combined external loading and internal pressure. To simulate an extreme installation condition, the soil consisted of lightly compacted CL soil with high moisure content. The data was collected on pipe deflection and steel strains as well as on the extent of cracking of the concrete liner at different load and pressure combinations. The finite element model provides a linear elastic model of the soil box, a Mohr-Coulomb model of the plastic soil, and a nonlinear material model of the pipe. The nonlinear material model of the pipe includes representation of tensile softening and cracking of concrete, yielding of steel, and bond failure at concrete lining-to-steel cylinder interface due to radial tension or shear.

In designing a pipeline, deflection and stress of the pipe are calculated through structural analysis based on bending ring stiffness EI/D³ . The pipes with equivalent bending ring stiffness would have the same behavior in design. However, it is easily understandable that the behavior of pipe may be influenced not only by EI/D³, but also by the relationships between E and I. In this paper, shaking table test for buried flexible pipes were conducted to evaluate the effects of pipe thickness on the dynamic behavior. Some pipes having approximately equivalent bending ring stiffness and different thickness were used. In this experiment, these pipes were buried in the laminar box and shaken by horizontal sine wave. As a result, it was found that the larger bending strain and radial stress of the pipe occurred with the thinner wall. This result suggests that the probability of the buckling of the pipe is higher on thinner pipes. It is evident that the pipelines for irrigation should be designed in consideration of this fact.

The design team of Tetra Tech and HDR was retained by Orange County Flood Control District (OCFCD) to design the relocation of the existing Santa Ana River Interceptor (SARI) as part of the U.S. Army Corps of Engineers (Corps) Santa Ana River Mainstem Project. The SARI line is owned and operated by Orange County Sanitation District (OCSD), and a third agency, Santa Ana Watershed Project Authority (SAWPA), owns 30 MGD of capacity within SARI. The underlying project objective is to relocate the SARI line outside the limits of the Santa Ana River 100-year flood plain and provide complete maintenance access along the entire 3.9-mile route for this new 54-inch interceptor. This involves crossing a public golf course, constructing an 1,100-foot-long tunnel and inverted siphon under the Santa Ana River, tunneling up to 70 feet deep over an additional 2,800 feet of alignment in shallow groundwater, crossing a major earthquake fault and landslide area, working adjacent to a major freeway, crossing behind a recently constructed Corps of Engineers sheet pile and tieback system, and open cut construction up to 25 feet deep in narrow rights-of-way. All while protecting endangered species and riparian habitat.

Most water mains in the Los Angeles water system are iron. Cast-iron was the dominant material until the 1970s. Ductile iron has been the dominant material since then. Welded steel has been used for special applications, like very high pressures, or in hilly areas where ground movement is a concern. A small amount of HDPE pipe has also been installed in recent years, but also for special applications like slip lining and subaqueous installations. This year, the staff and management of the Los Angeles Department of Water and Power were challenged to reconsider their selection of materials. To assure that this process would be without bias, the Department employed a "Blue Ribbon" committee, to investigate and compare the cost and performance of commonly used pipeline materials, preparing a report and a presentation to the Board of Commissioners. The four primary materials commonly used in the United States for small diameter water mains were examined: 1) Ductile iron. As a modern version of cast iron, a great deal of information about long-term performance is available. Based on this data and the performance of other iron pipes in its system, LADWP is confident that cement mortar lined, polyethylene-wrapped ductile iron will generally last 100 to 150 years, with occasional repairs. 2) Steel. Like ductile iron, the performance of steel water mains is also well understood. With cement mortar lining and coating, and with cathodic protection, LADWP believes this pipe will also last well over 100 years, with minor repairs. 3) Polyvinyl Chloride. This material is now used for the majority of small diameter mains constructed in the U.S. With only about 30 years of data, analysis is needed to forecast long-term performance. This analysis shows that low failure rates can be expected, and mains constructed with this material should also last 100 years or more, with occasional repairs. 4) Polyethylene. This material is widely used in gas distribution systems in the U.S., and in water systems overseas. With 40 years of good data, very low failure rates can be projected for a long service life. This paper looks at the cost, failure rates, and seismic performance of all 4 materials. Over the next few years, LADWP will be working with pipe manufacturers to test PVC and HDPE materials and possibly develop new standards for their installation. The objective is to achieve the lowest life-cycle cost, while providing dependable performance, particularly during earthquakes.

In 2001, the Water Research Foundation published "Distribution Infrastructure Management: Answers to Common Questions." The goal of that report was to synthesize published research in a way that would be understandable and practical for water system managers and engineers. The report was organized to provide a framework for an effective infrastructure renewal program, including data acquisition, data management, condition assessment, rehabilitation, and program management. Many of the answers were quite basic; for instance, the corrosion process was described, along with strategies for stopping it—not exactly cutting-edge research. In 2011, the Foundation commissioned an update of this study, with a focus on "Challenging Infrastructure Management Questions". This next report will not only reflect the new knowledge generated over the past 10 years, but will focus on what utilities need to know in order to most effectively manage their systems. Rather than starting with the answers (the existing research) and developing the questions, the new report focuses on the questions that are most important, whether they have answers or not. This paper discusses important infrastructure questions facing U.S. water utilities, as developed through a series of workshops and other interactions with leading utilities in the preceding year. Some of these questions have definitive answers, as developed through research and practice. Other questions, however, represent challenges to be addressed by the industry in the future. The most important questions remain the same as in 2011: How long will our pipelines last? Which pipes should be renewed? What are the best ways to renew our pipes? The research helps answer these questions, but relevant, practical answers sometimes resemble opinions, rather than provable fact. The goal of this whitepaper is to elicit critiques from the pipeline engineering community so that the final Water Research Foundation report will be practical and useful…and objective.

The Miami International Airport (MIA) sanitary system discharges into the Miami-Dade Water and Sewer system, via an existing 20" C.I. Force Main located on NW 21st Street, which was built in 1964. On January 25th, 2010, this main trunk line failed and sewage started to surface on the MIA access ramps. In an emergency meeting between the MIA and M-D WASD, it was agreed to replace the existing force main with a new 20" HDPE Pipe that would be installed as an emergency via Horizontal Directional Drilling (HDD) to avoid complications and possible MIA down time. Challenges faced by this project include calculating the proper alignment, radius of curvature, and entrance and exit angles of the new pipeline to provide sufficient vertical and horizontal clearances from high mast light poles, overhead electric poles, drainage structures and existing utilities, in addition to facilitating a clear path for directional drilling below the foundations of Ramps K, I, and L servicing the Miami Intermodal Center. The well executed design in close coordination with the Contractor of the emergency operation allowed construction to take place within a week's time, with no major setbacks. The scope of this project was the design and construction of a 20-in force main (800 LF) using High Density Polyethylene Pipe (HDEP) that was installed by Horizontal Directional Drilling (HDD) to replace a failed section of an existing 20-inch diameter force main that serves the Miami International Airport (MIA). The HDD process begins with boring a small, horizontal hole (pilot hole) under the crossing obstacle (i.e. a highway) with a continuous string of steel drill rod. When the bore head and rod emerge on the opposite side of the crossing, a special cutter, called a back reamer, is attached and pulled back through the pilot hole. The reamer bores out the pilot hole so that the pipe can be pulled through. The pipe is usually pulled through from the side of the crossing opposite the drill rig. Proper selection of pipe involves consideration not only of installation design factors such as pull-back force limits and collapse resistance, but also of the long-term performance of the pipe once installed in the bore-hole.

Retrofit of pipes subjected to combined internal pressure and external loads results in designs that require installation of many layers of carbon fabric. Such repairs are very time-consuming and expensive. To overcome these shortcomings, the author has developed a new honeycomb-FRP pipe that is presented here. This method of construction uses the lower cost honeycomb to provide stiffness for the pipe. The costly carbon fabric is used only as skin reinforcement to resist the internal pressure of the pipe. The result is a higher-quality product that can save significant time and money in many pipe renovation projects.

Owners of buried pipes - states, cities, and corporations - are responsible for the buried pipes - the guts of their infrastructures. For engineers who write the specifications, this manual is an overview of the essentials for designing buried pipes. Pipe - Pipes are varied and are changing as technology advances. Pipes are rigid (clay and concrete); and flexible (metal, plastic, composite) and are lined, coated, encased, non-circular; and are subjected to widely varying conditions. Design includes service life, risk, mitigation, etc. The basics of pipe design are strength and pipe stiffness. Soil - The structural mechanics of buried pipes is not simply the mechanics of a pipe under pressure - internal or external. In many cases, soil contributes more to structural performance of a conduit than does the pipe. Soil holds the pipe in shape and alignment. It supports much of the external load. In the case of flexible pipe, the soil is the conduit - a tunnel - in which the flexible pipe is a leak-proof liner. The basics of soil design are soil strength and soil stiffness. Pipe-soil interaction - In the design of pipe-soil interaction, embedment soil must be correctly selected and properly placed and compacted. Important embedment considerations are: 1. Selection - drainable, compactable, resistant to soil slip and excessive compression 2. Compaction - adequate strength at soil slip (both when soil is dry and when wet); and adequate stiffness (low compressibility) 3. Deflection - both ring deflection and longitudinal pipe defection which are controlled primarily by soil deflection 4. Inspection - of soil quality and of soil placement during construction Tests - Tests and inspections are important elements of pipe, soil, and installation.

Surge in water pipelines is a well understood phenomenon by the specialists but often seen as a dark art by the average pipeline designer. This paper provides a case history of surge issues on a 48" steel bi-directional waterline and seeks to assist the designer in understanding the principles of surge without getting drawn too deeply into the detailed computational analysis. The paper discusses the nature of a bi-directional pipeline and the challenges faced with respect to steady state and transient pressures for both pumped and gravity modes of operation. The pumps are designed for a flow of 100 million litres per day (Ml/d) - 27 million (US) gallons per day (MGD) with a static lift of 65m (210 ft) and a total lift of 110m (360 ft). The gravity flow is up to 125 Ml/d (33 MGD). The selection of surge vessels, both in size and number, is addressed along with the critical nature of non-return valve (NRV) selection on the pump discharge. Various transient events are described in detail along with the mitigation measures provided for each. These include 1) pump trip and the impact on the main line, 2) pump trip and the effect on the pipework between surge vessels and the pump discharge NRVs 3) control valve closure in gravity mode 4) emergency shut down of a line valve in gravity mode. Of particular interest, is the high speed pressure logging carried out during commissioning which was able to verify the detailed computational analysis and, thus, prove the efficacy of the design for the pump trip scenarios.

Rapid Crack Propagation is a material failure mode in which a crack propagates very rapidly over long distances- hence the term RCP. Many years of research have been devoted to studying this phenomenon in various pipe materials to determine the best materials and design methods to prevent the occurrence. Because of its flexibility, ease of joining and long-term durability, along with lower installed cost and lack of corrosion, water companies are increasingly installing plastic pipes. This paper will review the two key RCP test methods that have been developed; the Small-Scale Steady State or S4 test method that is conducted on small pipe samples in a laboratory, and the Full-Scale test method that is conducted on long pipe samples to replicate field conditions. We will then look at the experimental data for selected HDPE and PVC pipes and compare the RCP critical pressure for HDPE and PVC pipe with the pressure rating for the pipe using the standard industry pressure rating equations.

With the substantial increase in the number of sewer rehabilitation methodologies, and the significant improvements in condition assessment technologies and procedures, utilities may find themselves faced with a potentially complex process when deciding what rehabilitation method to use for which pipe. A utility-specific decision support methodology can be a valuable time-saving tool in such cases. Many labor hours can be saved by streamlining the condition assessment data review process. Where some utilities may have traditionally favored a specific rehabilitation methodology, the ability to perform a timely comparison and analysis using the approach discussed here can save the utility valuable resources and money. It also provides decision makers with various tools, including GIS maps and Crystal reports to make informed decisions with minimal uncertainties. In this paper, multiple case studies from utilities of various sizes in Kentucky, Tennessee, and South Carolina will be discussed to demonstrate how a customizable decision support approach has been used to streamline defect data review and cut many labor hours spent in viewing CCTV footage. The focus of the effort shifted to the more important QA/QC process of the recommended rehabilitation. Furthermore, in one case, the speed with which the rehabilitation recommendations were generated enabled the use of low bid prices due to market saturation. The streamlining of the process also enabled timely submittal to meet a deadline for additional grant funding. The first phase of rehabilitation has already been implemented for one utility in Tennessee, and two other phases are ongoing. Rehabilitation recommendations have been completed for one utility in South Carolina in the spring of 2009, and rehabilitation work is ongoing. Rehabilitation methodology scoring and selection was recently completed in December 2010 for another utility in Kentucky.

The San Diego County Water Authority (SDCWA) conveys water to the residents of San Diego County through a system of over 300 miles of pipelines. Pre-stressed concrete cylinder pipe (PCCP) makes up approximately 82 miles of this system. In 1991 SDCWA instituted a 30 year relining program to reinforce all the existing PCCP with steel liners. The program rehabilitates and extends the life of the aging water delivery pipelines and helps ensure a safe and reliable water supply to the region. To date SDCWA has lined more than 30 miles of PCCP and anticipates completing the relining of the remaining 52 miles by 2027. Pipeline relining is typically used on long sections of pipelines and involves installing new steel liners into an existing pipeline. The new liners, which basically serve as new pipelines, are anticipated to last approximately 50 to 75 years. Relining the existing pipelines with steel is a quicker, more cost-effective alternative to excavating, removing, and replacing an entire pipeline and generally takes up to a year to complete. Typical outages are six to eight months. This paper presents the Mission Trails Park to Lake Murray Relining project which involved rehabilitating approximately 3 miles of 69" and 66" PCCP utilizing steel liner plates. This paper will present the methods of manufacturing and collapsing the steel liner to assist in a timely installation of the project in order to meet the critical deadlines established by the agency. The paper will also present the cost benefits of this type of relining versus other alternatives.

Functioning pipeline systems are a cornerstone of urban human communities, to bring in the clean water on demand for drinking, washing and sanitary needs, and in turn remove the used water from drains, waste, and stormwater sources. If the pipe system is suddenly rendered partially or totally non-functional, such as by seismic event; critical disruption of the community and public health danger may result. Pipeline systems carry many requirements for design, including hydrostatic stresses, basic internal and external load bearing capacity, or axial loads from trenchless installation methods, such as horizontal directional drilling. Seismic events however, provide arguably the most arduous demands on a buried pipeline asset, owing to the extreme ground forces, and variable ground movements that are possible, and critical need to restore function to damaged pipe systems as quickly as possible. Pipe system design, materials, install methods, repair methodologies and practical implications of operation are all directly affected by seismic activity. This paper includes first-hand observations and experiences, specific to pipeline systems in New Zealand seismic events, covering a 25 year period, from 1987 to 2012. These events provide us with a unique opportunity to practically evaluate the seismic performance of pipe materials and joint systems, that either survived, or were damaged and repaired, or were totally destroyed and abandoned, specific to New Zealand seismic conditions. This paper concludes with some overarching lessons learned from these events, in regards to pipe systems.

This paper describes a new Patent Pending system to provide permanent structural reinforcement to existing pipelines. The system is intended to repair structurally deficient pipelines or upgrading existing pipelines from the exterior without the need for disassembly and while minimizing disruption of the host pipeline service. The system incorporates installing two steel cylinder half sections around the host pipeline to create a flexible enclosure. The two cylinder halves will be butt welded together to produce a complete cylinder section. Temporary seal rings are be inserted at each cylinder end and temporarily braced in position. The annular space separating the new steel cylinder from the host pipeline would then be pressure filled with expansive grout. The pressurized grout will force the cylinder to round and pressure will be maintained until the grout has reached an initial set. The result will be a steel cylinder reinforcement with intimate contact to the host pipeline which will allow the forces from the host pipeline to be transferred through the grout to the new exterior cylinder. The system can easily be lengthened by using subsequent cylinders with overlapping bell type welded joints.

Purpose of study: Determine potential effectiveness of chlorination for biofilm control to reduce fluctuating head loss in Tarrant Regional Water District's large-diameter water transmission pipelines.

The original Blue Ridge Dam riveted steel penstock was constructed in 1925 and was 168-in diameter and approximately 1050-ft long. Within the penstock was a concrete filled steel cased girder which divided the penstock in two halves for a distance of 160-ft and weighed an estimated 300 tons. The primary components to this relining project involved removal of the girder, removal of a 60-ft long bulge in the floor, and installation of a new steel penstock liner. The new penstock liner was 147-in diameter x 1-in to 0.875-in wall thickness. The project had a critical time line as the emptied penstock was anticipated to become unstable if the reservoir level increased to the regular summertime levels. This paper describes novel remedies required for difficult conditions, including the need for careful coordination of the penstock layout to compliment the means and methods, and assure the rehabilitation could be concluded prior to the increased reservoir levels. Partnering between the owner, designer and contractor (s) was crucial to meeting the milestone requirements of this project.

The premature failure of water pipelines has resulted in an increased awareness that preventing external corrosion on water mains is critical. Cathodic protection, which has been in wide use for decades in the oil and gas industry, has been recognized as a cost effective method to prevent external corrosion and premature failures. This paper explains how cathodic protection works, the different types of cathodic protection, and several case histories are discussed that show how cathodic protection has been applied to steel and ductile iron water pipelines. The case histories include a wide range of piping sizes to show the effectiveness of cathodic protection for virtually all sizes of pipe.

Strengthening of Prestressed Concrete Cylinder Pipe (PCCP) using externally and internally applied fiber reinforced polymer (FRP) jackets has been successfully used since the early 1990's. FRP composites are high strength, non-corrosive and durable materials and can add considerable structural capacity which makes them very suitable for PCCP strengthening. However, there are key material, design, and construction issues specific to PCCP rehabilitation that lack consensus within the industry. They include conditioning of the pipe prior to FRP installation, minimum material durability requirements, FRP stress limits for design and the level to which it can be designed to work compositely with the existing pipe or as a stand alone liner. For example, the condition of the pipe inner concrete coating can significantly affect the installation process. Dehumidification, surface repairs and preparation are critical for achieving durable pipe rehabilitation. In addition, the method of providing a watertight end termination detail for the FRP liner is key to ensuring proper performance of the composite liner.

This paper presents details for the development of an innovative steel reinforced composite (SRC) system used for prestressed concrete cylinder pipes (PCCP) remediation. SRC system is a trenchless technology that consists of high strength steel wires continuously wrapped inside the pipe and embedded in cementitious or polymeric matrix. The system was designed to address shortcomings of current PCCP remediation techniques such as replacement, cured-in-place pipe CIPP, slip lining, and jacketing with fiber reinforced polymers (FRP). Full scale pressure testing was performed on two 1676 mm (66 in.) diameter PCCP sections, with and without the SRC system. Part or all of the existing pre-stressing wires in the host pipes were cut to simulate the behavior of a damaged PCCP during the test. Results indicate that while the unstrengthened pipe failed at a low pressure with partial wires cut, the SRC system was able to restore 100% of the original design capacity of the host pipe with 100% of the original prestressing wires cut. SRC design procedure, full scale pressure tests and results, and final conclusions are included in this paper.

Since its formation in 1951, the North Texas Municipal Water District (NTMWD) has been charged with developing a reliable water supply source for its 13 member cities and 46 other customers (some direct and some indirect), including more than 1.6 million people in portions of Collin, Dallas, Denton, and Kaufman Counties and all of Rockwall County. The NTMWD's Lake Texoma Water Supply Project was designed in the late 1980's and completed in 1991 to convey raw water from Lake Texoma to Lake Lavon via a discharge point at Sister Grove Creek approximately 30 miles to the south of Lake Texoma. Sister Grove Creek then flows into Lake Lavon to the south. The City of Sherman, Texas' water treatment plant is also supplied from the 72-inch pipeline. The NTMWD had never performed a condition assessment of the pipeline, so a condition assessment utilizing interior visual inspection, Remote Field Transformer Coupling (RFTC), and external pipeline inspection at areas where the other inspection methods identified potential issues was performed in 2009. The PCCP was designed to meet the requirements of the American Water Works Association's 1st Edition of the M-9 Concrete Pressure Pipe (1979). The thrust restraint design sections of M-9 underwent a major change in the 2008 edition that recognized additional stresses that are experienced in the steel cylinder of PCCP and the need to potentially increase the cylinder thicknesses to resist these stresses, especially where welded joints are used for thrust restraint. This revision of M-9 combined with the Engineer's experience with PCCP failures at welded bends on past projects prompted an in-depth structural analysis of the existing pipeline bends and fittings at the 125 MGD flow rate. This analysis included finite element analysis, geotechnical analysis of in-situ soil conditions at 26 bends, and follow up structural analysis. After the analysis phase, several bend strengthening options were considered at the 21 bends that did not meet the criteria in M-9 at the increased flow rate. This paper will summarize the procedures and results of the condition assessment, results of the structural analysis of the PCCP bends, and the repairs necessary to strengthen the bends before increasing the flow.

Recently the industry has been emphasizing broken prestressing wires as a basis for the management of Prestressed Concrete Cylinder Pipe (PCCP). The approach includes: evaluating broken wires, establishing a threshold level of broken wires for repair, and repairing only sections that exceed the threshold. While evaluating wire breaks are an important part of PCCP management, it is important to acknowledge additional factors beyond wire breaks. By acknowledging additional condition factors, limitations of wire break assessment, and considering other rehabilitation approaches, there may be a more sustainable PCCP management approach (or combination of approaches). The approach may reduce risk and be more sustainable in terms of costs (current and future). For some areas, the San Diego County Water Authority found the comprehensive rehabilitation approach, steel relining of PCCP, to be more sustainable in terms of costs. In addition, the approach significantly reduced the risk of a pipeline failure. However, in other areas, a localized, as-needed repair approach, such as Carbon Fiber, was more sustainable in terms of costs.

The City of Phoenix (City) owns and operates over 150 miles of Prestressed Concrete Cylinder Pipe (PCCP) water transmission mains. Between 2001 and 2008 the City conducted the first large diameter assessments on their most critical pipeline in the 15-mile Val Vista Transmission Main, as well as on 15 miles of opportunistic pipelines which were taken out of service concurrently with water treatment plant shutdowns, valve maintenance, or a catastrophic failure. Because these pipelines were shutdown and dewatered, both manned and unmanned electromagnetic, visual/sounding, acoustic monitoring, and destructive testing were completed to collect assessment data. While at the time many of the technologies employed were emerging in the PCCP assessment industry, they were economically practical and within the City's pipeline assessment budget. After a three-year break from condition assessment on their large diameter water pipelines, the City has decided to reinitiate their program. In 2011 the City started a three-year program to perform condition assessment on their large valves and 32 miles of their highest risk pipelines according to pipe vintage, service areas, and easement locations. The intent of this program is to collect baseline data on these pipes, determine the cause of deterioration, and prepare City staff for conducting this type of assessment work in the future. The 32 miles requiring condition assessment are comprised of 10 individual pipelines delivering water from five water treatment plants across nearly 500 square miles. Each pipeline requires an individualized shutdown and dewatering plan, limited to low-demand months and tailored around the City's schedule for water treatment plant shutdowns and other capital improvement projects. Further, the City seeks to maximize the use of local and City staff, while performing condition assessments which yield an optimal balance between cost and actionable information. To achieve this goal, the City is seeking to integrate into its assessment program purchased equipment and low to no-mobilization services, including pressure surge monitors, corrosion surveys, continuity testing, visual and sounding inspections, and acoustic methods. This paper will thoroughly detail the pragmatic execution plan that the City will utilize for this three-year program and beyond. Purchased and low to no-mobilization cost methods that City staff can self-perform for collecting PCCP condition assessment information are emphasized throughout this paper.

Waternet manages three large pre-stressed concrete water pipelines (PCP) laid in 1953 and 1964, with a total length of 210 km and diameters of 1500 and 1200 mm, which provide pre-treated water to industry and an infiltration area for drinking water production of Waternet. Yearly about 100 million m³ of water is transported through these pipelines. The pipeline routes pass a variety of landscapes with vital infrastructure (like railroads, highways, dykes), urban areas and agricultural use. Failure of the pipelines might impact the functioning of vital infrastructure and the safety of people. Also, third party activities around the pipeline route can lead to failure of the pipelines. Where the pipeline routes pass through farmland, natural subsidence causes several risks, like diminished soil cover. The interaction between WRK pipelines, surroundings and third party activities is a complex and ongoing matter, which requires continuous attention from the pipeline staff and operators. Waternet developed an extensive condition assessment program and monitoring program to manage the failure risk of the pipelines, as well as a combination of measures to deal with third party activities. However, to implement the measures program successfully, extra steps are needed. This paper explains how the pipelines and their surroundings `interact' and how Waternet is dealing with these interactions. It explains the analysis into the risks and shows how measures were developed.

Large diameter cast iron pipe remaining life analyses have historically relied upon the concept of undertaking fieldwork to measure internal and external pit depths. Knowing the age of the pipeline, and assuming a linear corrosion rate, a "time to failure" is calculated, based on a worst case of the largest internal pit aligning with the largest external pit. This is clearly a flawed approach for a pipe material that does not tend to fail by through-wall corrosion. In reality, other failure mechanisms tend to occur before pitting corrosion penetrates the pipe wall. United Utilities Water (UUW) challenged MWH to come up with a new approach to evaluate the remaining life of the cast iron Vyrnwy Large Diameter Trunk Main (LDTM). This approach consisted of evaluating the actual loads placed upon the pipeline from internal pressure, backfill load and traffic load, and the reduced strength of the pipeline due to corrosion. The most likely failure scenario is through circumferential (ring) bending. MWH found that the flexural strength of the pipe material has a reasonably predictable deterioration rate based the depth of corrosion pits, and critically, their circumferential location around the pipe wall. Using this information, together with the actual applied loads, allowed a more reliable estimation to be made of the remaining life of the LDTM.

This study investigates the applicability of force-displacement equations suggested in currently used design codes, based on "Guidelines for the seismic design of oil and gas pipeline systems" of ASCE (1984)[1] as their main reference, to introduce the soil-pipe interaction for segmented type of pipeline systems. Hence, results of finite element method (FEM) analyses are verified by full-scale experiments on a segmented ductile iron pipeline with 93mm diameter and 15m length. Pipeline is installed at a 60cm depth from the ground surface in two types of sandy soil with different values of sub-grade reaction. Adopted fault is a reverse type which has an intersection angle of 60 degrees with pipeline and moves in three same steps to reach its total movement of 35cm. Findings reveal that the aforesaid interaction equations are basically developed for continuous pipelines and the effect of connection joints on the integrated structural behavior of segmented pipelines is not considered in them. Hence, suggesting them by currently used guidelines for seismic design of fault crossing segmented pipelines leads to overestimation of soil resistance against relative downward movement of pipeline in surrounding soil continuum.

Waternet is the only Dutch water company that covers the complete water cycle and is responsible for the management of drinking water, wastewater, surface water, groundwater and safety behind dykes in Amsterdam and surroundings. Based on literature review of infrastructure asset management (AM) around the world the Drinking Water division of Waternet (DW) developed an AM framework existing of 5 basic questions, which should be answered to optimize the system of assets, its operation, maintenance and retrofitting. DW is trying to answer these questions for three pre-stressed concrete pipelines (PCPs). As the pipelines are part of a water treatment and transport system, the first step was to define the required long-term level of service for the whole system (question 1). The answers of the other questions focused mainly on the pipelines themselves. To assess the future performance of the infrastructure (question 2) a condition assessment program was implemented. Using different risk analyses, critical parts of the pipelines were highlighted (question 3) and alternative repair, replacement and monitoring techniques were identified (question 4). Based on the answers to the previous questions the best long-term investment, maintenance and monitoring program for the 3 pipelines was defined (question 5). The paper gives an overview of the techniques, methods and tools that were used and analyses that were carried out to answer the questions.

United Utilities have a massive project to refurbish the Vyrnwy Large Diameter Trunk Main (LDTM). This Victorian water main supplies up to 55 million gallons per day to over 900,000 customers in Cheshire and Merseyside in the North West of England. This equates to 12% of all water supplied by the water company. The existing LDTM consists of three mains each 50 miles long and between 39" and 42" in diameter. The construction of the gravity system started in the 1890's and the first two unlined cast iron mains were installed in under 15 years, a real credit to Victorian engineering. Refurbishment of the Vyrnwy LDTM is formalised within a legal undertaking with the UK Water Quality Regulator the Drinking Water Inspectorate (DWI). The project is being carried out to reduce the risk of supplying discoloured water to customers caused by re-suspension of solids resulting from historic deposition of iron and manganese. These deposits have accumulated as a result of historically high concentrations of iron and manganese in the water supplied from Oswestry WTW, prior to the completion of work to improve the treatment process. Investigations have identified that internal corrosion also contributes to the risk of supplying discoloured water. With a project value of 250m US Dollars a unique approach was required to ensure the correct engineering solution was developed. A full review of all the cleaning and lining techniques available now and within the next five years was carried out during the outline design phase. The review confirmed that there are only a few lining techniques applicable for use on such a large diameter unlined cast iron main. In addition, cleaning techniques could be utilised on Line 3, a bitumen lined steel main. The review also showed that there are new techniques available in the market place, but these are not yet suitable for use on larger diameter trunk mains or on unlined cast iron. To enhance United Utilities Water (UUW) engineering understand of the available lining techniques two field trials were carried out using thin walled Polyethylene (PE) liners. Folded liner in 2009 and swage liner in 2010, both were carried out on a parallel 1 mile section of the Vyrnwy LDTM. This trial was carried out to test a number of engineering assumption made in the development of the ten year construction schedule and to ensure lessons learnt could be incorporated into the main works. From the work carried out to date United Utilities have developed an enhanced understanding of what to consider when refurbishing large unlined cast iron pipelines. This includes, but is not limited to, the following: 1) Prediction and control of discolouration events in distribution networks; 2) Assessment and selection of PE interactive liners; 3) The use of structural and semi-structural liners and end termination fittings; 4) Onsite experience of inserting up to 850m of PE liner in one operation; 5) The manufacturing process of cast iron mains in the late 1800's; and 6) Development of a cast iron remaining life assessment tool in conjunction with MWH United Utilities have gained a large amount of knowledge and information from this project over the last fours years and it is important that this and the lesson learnt are shared with the wider industry.

WATERiD (Water Infrastructure Database) is an online database created primarily for the use of utility managers and municipality decision makers that struggle with obtaining easy access to comprehensive information about available pipeline condition assessment and renewal technologies and the experiences of other utilities in dealing with needs created by aging infrastructure. Population of WATERiD included an extensive literature review, interviews with technology vendors, and production of case studies based on interviews with over 100 experienced national and international utilities. This information was combined to develop synthesis reports on the status of pipeline condition assessment and renewal technologies in the United States. The synthesis reports effectively describe the available water and wastewater pipeline condition assessment technologies, discuss usage trends for utilities in the United States, and evaluate the gaps in technological needs and provide recommendations for the direction of future research. The synthesis reports also recommend standard data reporting parameters for pipeline condition assessment and renewal projects. By basing this work not only on literature and vendor information, but also on case studies of actual technology implementation by utilities with various characteristics, greater understanding of the nation's needs are promoted. The availability of WATERiD and the synthesis reports will foster sound decisions regarding pipeline condition assessment and renewal and will expedite the use of innovative technologies and the communication between utilities. The synthesis reports will also encourage the sharing of utility project data in standard formats for further analysis and understanding. This work will result in improved public, environmental, and economic health while making it possible for municipalities to practice greater compliance with statutes, regulations, and EPA requirements.

The structural integrity of Prestressed Concrete Cylinder Pipe (PCCP) will be weakened if the breakage of prestressing wire occurs. Because the prestressing wire is the principal component of the pipe, as the prestressing wire breakage increases, the prestress in the pipe decreases and the coating or concrete core begins to crack. Once the wire breakage becomes critical, the cylinder may burst and whole pipe may fail, depending on the internal pressure of the pipe. Therefore, actions must be taken at an early stage to avoid the final failure of the pipe and to make it function to the level of service. In current practice, steel liners are often used to strengthen the pipe. However, since the wire breakage activity will continue even after PCCP is repaired with steel liner, the effect of the on-going wire breakage on the structural integrity of the pipe lined needs to be analyzed. This paper presents structural analyses of PCCP reinforced with steel liner that suffers gradual wire breaks. In this paper, three different cases of PCCP before and after the lining were simulated. First, the structural condition of the pipe before the lining was calculated. This will help utilities to understand the actual condition of the pipe and justify their actions taken to reinforce the pipe. Second, the structural condition of the pipe after the lining was analyzed to have a better understanding regarding how much structural strength has been improved. Third, the performance of the lined pipe with new breakage of prestressing wires was investigated and the structural capacity of the pipe was analyzed. This helps utilities to understand how confident they can tolerate the ongoing wire breakage activities.

In 2005, a fast-track repair was required for the failed Homestake Pipeline within the 6000-foot long Goddard Tunnel passing under the continental divide in western Colorado. This 66-inch (1680 millimeter) diameter, 56-mile (90-kilometer) long, prestressed concrete and welded steel pipeline traverses Colorado's mountains and provides roughly 60 percent of the raw water for the Cities of Aurora and Colorado Springs. This episode led to a 5-year phased condition assessment on the Homestake Pipeline with the goals of identifying and repairing imminent failure conditions, and producing a 20-year capital improvement plan that the Owner could utilize to extend the service life of this critical facility. An objectives-based program was developed that was revised yearly based upon results, incorporating new technologies as they became operational. In the process our team employed 7 different assessment techniques from 4 separate firms, responded to one catastrophic failure, and developed a risk/consequence decision methodology for prioritizing rehabilitations and improvements. This comprehensive program has revealed several insights for those undertaking condition assessments and contemplating the use of the numerous existing and emerging technologies: 1) The benefit of objective research into the capabilities, limitations, and efficacy of technology tools and strategic use of those tools as part of an overall assessment approach 2) The importance of independent verification of results from high-technology tools 3) Advanced planning to estimate the cost and operational impacts of shutdowns or facility modifications required to perform the assessment work 4) The benefits of phasing an assessment program with subsequent steps based on results of previous work to improve outcomes and manage costs effectively. 5) The benefit of holding a formal "lessons-learned" workshop at the completion of each round of assessment.

The Challenge: Severe drought can be very damaging to water pipelines, especially if the pipe is older or in a delicate condition. Increased water usage in the summer can add additional demands on the system, making distribution and transmission lines even more susceptible to leaks or failures and utilities to become reactive to unprecedented ground conditions. With field crews working around-the-clock responding to reported leaks and repairing pipes, a growing number of utilities are finding it difficult to perform planned asset renewal projects. Overcoming the Challenge: Effective leak detection programs require the right tool for the right job. The most cost-effective method for performing "broad-brush" leak assessment of large areas of pipeline is to first deploy listening equipment to targeted sections of pipeline and documenting everywhere that leak noises are detected. Once a "fist pass" of a system is completed, advanced in-line leak detection tools, equipped with ultra-sensitive listening devices and CCTV cameras, can be inserted inside the water pipeline, providing accurate detection and validation of leaks, before the utility embarks on costly excavations of buried pipeline assets or roadway surfaces and so avoids digging costly "dry holes".. The presentation will provide an overview of two different leak detection programs which have recently been performed in Austin and at the Dallas Fort Worth Airport. Combined, the two projects will have inspected up to 2,200 miles of water main. Objectives of the Paper: 1. Review the key steps which Austin and the Dallas Forth Worth Airport undertook to select their leak detection programs and prepare for the inspections 2. Explain the scope of work, inspection results and how leak detection information can be applied to extend the life of critical pipeline assets, make rehabilitation/replacement plans and minimize risk 3. Review advancements in leak detection technologies to ensure that utilities have access to the right tool for the job.

In 1985, the Trinity River Authority of Texas (TRA) completed the construction of Elm Fork Relief Interceptor Segment 1-A, consisting of 17,200 linear ft of a 96-in. diameter reinforced concrete pipe. A 1999 investigation revealed significant wall losses triggering the installation of a parallel 104-in. pipeline of similar capacity in 2007. In 2008 Espey Consultants were retained by TRA to evaluate different avenues for restoring the structural integrity and functionality of the original pipeline. Their investigation revealed that up to 30% of the wall thickness had been lost to corrosion for the majority of the length of the pipeline, and in some limited sections even greater wall loss, mainly in the crown region. The severe degree of corrosion demonstrated partially deteriorated and limited fully deteriorated pipe condition; however, completely neglecting the contribution of the host pipe resulted in a wall thickness that was likely to compromise the required hydraulic capacity. In an attempt to estimate the remaining structural capacity of the pipe, an extensive forensic engineering investigation was undertaken consisting of mechanical and chemical testing of physical cores taken from the pipe in 1999. Information from laboratory tests, along with information from a laser profiler study of the pipe's inner geometry, geotechnical information, ground and surface water loads, and data regarding original design parameters were used to construct a detailed 3-D finite element (FE) model of the in-situ pipe. Structural enhancement provided by two common rehabilitation methods, CIPP and GIPP, was superimposed on the FE model. An extensive parametric study was undertaken to gain insight as to possible contribution of the host pipe in resisting the various external loads and the anticipated structural capacity of the rehabilitated structure.

Thousands of miles of pipelines and cables are being installed in the US using horizontal directional drilling (HDD) each year. However, many technical aspects associated with the HDD process have not been fully investigated to date. Specifically, there are few published studies on the design parameters of reamers used in the HDD process. To date, theoretical work performed on the design and performance of back reamers is very limited, despite reaming being a critical part of the HDD process. Reamer design in the HDD industry has been more of an art than a science, with the majority of designs been developed by trial and error, as a given reamer design is tested in the field and modified numerous times until satisfactory performance is achieved. Reamer design for soil conditions has become stagnant for some time now, and the industry has not seen a major breakthrough in the design of reamers in recent years. The lack of innovation in this area potentially restricts the ability of the HDD industry to increase productivity, reduce costs and enter into new application areas. This paper describes the foundation for systematic approach for the design of reamers, identifying the key aspects that affect their performance in various geological formations, including cutting and mixing capacities, fluid discharge, borehole stability, torque, slurry formation and suspension and transport of the cuttings. Design criteria include shape and optimal orientation of the cutters; length and weight of the reamer; total contact area with the borehole wall; number, area and location of nozzles; and, number and placement of the teeth.

Unlike soil load, live load is often applied to a localized section of pipe, depending on the depth of bury and diameter of the pipe. Once the load reaches the crown of the pipe it is dissipated through the structure itself. In the past, engineers have either followed the recommendations of industry, or simply ignored this load dissipation. In order to examine the performance level of concrete pipe when a concentrated load is applied to it, members of the American Concrete Pipe Association (ACPA) performed physical tests on several sizes of pipe. Concentrated load tests were performed on pipe sizes of 300 mm through 1200 mm (12 - 48 inches) in internal diameter. For the governing condition of a concentrated load at the end of the pipe, the test results indicate that a coefficient of Coeff = 14500 D_o ^-1.58 + 0.755 (metric), Coeff = 242 D_o ^-1.97 + 0.855( imperial) multiplied by the outside diameter of the pipe would result in an accurate representation of the live load distribution through a concrete pipe.

Design of carbon fiber reinforced polymer (CFRP) repairs for pipes near bends requires consideration of longitudinal stresses resulting from hydraulic thrust-induced axial forces and bending moments, temperature changes, and Poisson's ratio effect of circumferential strain. In addition, CFRP strengthening of the thrust restraining system may be required due to increased pressure resulting from change in demand. CFRP composites offer significant advantages in such applications, as it does in typical circumferential repairs, such as eliminating the need for replacement of the pipe near the bend or access for external repair, as long as all longitudinal load effects are properly determined by analysis and accounted for in design. Longitudinal repair with CFRP also requires special end termination details to ensure proper transfer of stresses into the CFRP liner. This paper presents the results of the experience gained in design of CFRP liners and their terminations for longitudinal forces determined from analysis.

This paper presents technology applications from the autonomous mining and construction industries in tunnel and underground environments as applied to critical large diameter utility infrastructure. A self-contained inertial navigation system for the positioning and mapping of underground infrastructures is a significant development in tunnel profiling, 3D referencing and gyro/laser surveying; a key service offered by the results of this project. The underground positioning relies on a network of satellites placed to surround an area of interest, with a range of up to 2km through soil or rock with accuracy better than 3%, enabling accurate positioning of underground assets. The robotic mapping system has the capabilities to accurately map tunnels, pipes and conduits, in detail and sequentially transfer the data collected into popular engineering CAD systems. A specialized military grade inertial referencing system (IRS) linked to multiple scanners provides high precision profiling while measuring roughness, deflection, ovality and positioning. The IRS component is linked to multiple laser scanners supplying high precision profiling while being driven forward. Laser scanning collects hundreds of data points per second linked to an accurate position through the IRS. All data is collected to on-board computer hard drives and transferred to the engineering office via memory storage systems or directly by wireless networks set up within the pipeline. Combining sectional scans with positioning and altitude data in real time creates 3D maps for surface referencing, a valuable service for pinpointing underground infrastructure problem locations in relation to surface features enabling informed risk management decisions.

Washington Suburban Sanitary Commission (WSSC) serves approximately 1.8 million people in Montgomery and Prince George's counties in Maryland and is the eighth largest water and wastewater utility in the country. Because of past issues with certain pre-stressed concrete cylinder pipe (PCCP), WSSC has an active inspection and monitoring program in place that focuses on their large diameter PCCP. WSSC utilizes all types of repair and rehabilitation techniques including extensive use of Carbon Fiber Reinforced Polymer (CFRP) liners for in-place trenchless repairs. Over the past several years, WSSC has developed a tailored Quality Assurance and Quality Control (QA/QC) Program in collaboration with the manufacturer of the CFRP liner. The Program addresses all aspects of the CFRP lining installation process and has tailored QA/QC forms and procedures for the critical steps in the overall process. The accelerated construction schedule of typical CFRP lining projects made the implementation of a QA/QC program, which is managed online, ideal for ensuring close communication between all involved parties. In addition to facilitating communication during construction, the online project tracking system serves as the permanent archive for all documents related to the renewal of the pipeline system. The uploaded documents include original as-builts, plans, profiles, and specifications which address the original construction of the PCCP system. In addition, inspection results for the pipeline, preliminary CFRP lining drawings and calculations, construction photos and QA/QC records, and as-built CFRP lining drawings and calculations are stored in the system. This paper will serve to highlight the development of WSSC's real time Quality Assurance approach for CFRP liners and how this process has aided in their overall document control and communication regarding PCCP asset management. Readers and attendees will gain valuable insight from one of the country's most diligent and proactive PCCP owners.

The Santa Fe Irrigation District (SFID) is located in central San Diego County and provides potable water to three communities: the City of Solana Beach, Rancho Santa Fe, and Fairbanks Ranch. Raw water is obtained from Lake Hodges, the San Dieguito Reservoir or a connection to the San Diego County Water Authority's (SDCWA) aqueduct. Raw water is treated at the 40-million gallon per day (MGD) R.E. Badger Water Treatment Plant and is discharged to an adjacent 13-million gallon clearwell. From the clearwell, it is then distributed into the District's water distribution system, starting at the 520 pressure zone and then working its way through 13 lower pressure zones, ultimately reaching the lowest 202 pressure zone. To reduce pressure into each of these lower zones, the District owns and operates 36 interconnecting pressure reducing stations (PRS). Due to the varying topography, the PRS and lower pressure zones are necessary to provide safe and adequate pressures to meet fire flows and all peak hour demands for customers living within the District.

Omaha, Nebraska has approximately 45 miles of PCCP and, since 2007, has undertaken an active program of condition assessment and rehabilitation. In the latest inspection, which took place in 2011, several distressed pipe segments on a 36 inch LCP water main were identified. Three of these pipes were in a location under a major highway, making replacement challenging and cost prohibitive. Because of these challenges, Omaha elected to rehabilitate these pipe segments using the internal application of carbon fiber reinforced polymer composites (fiber wrap) to the distressed pipe segments. The carbon fiber repair was performed using NSF 61 listed materials that were approved for use in potable water systems. The trenchless fiber wrap repair took place by bringing supplies through a 24-inch manhole located approximately 100 lineal feet away from the distressed pipe segments. The repair was completed successfully in less than a week with no shutdown required to the important transportation corridor. This paper and presentation will include an analysis of this project comparing and contrasting the fiber wrap repair completed and the same project in a replacement scenario. Also included will be details on Omaha's asset management approach, the inspection program it has undertaken and the rehabilitation technologies it has employed to restore the integrity of its water transmission system.

As pipelines nationwide continue to age, pipeline owners have increasingly looked at options for combining different rehabilitation technologies together to arrive at cost effective and durable solutions for infrastructure renewal. While carbon fiber reinforced polymer composite (CFRP) liners for internal structural strengthening of pipelines 30 inches and larger have been used with increasing frequency over the past 15 years, the combination of this precision trenchless technology with other pipeline rehabilitation methods which are more suited for continuous straight runs of pipeline is a more recent trend. Several projects completed or in the design phase within the past year have addressed combiningCFRP linings with other rehabilitation technologies including slip lining and cured-in place pipe, or CIPP. The combination of these rehabilitation methods helped to address some of the limitations of slip lining and CIPP such as addressing sharp bends and laterals. For certain applications, using multiple pipeline rehabilitation technologies in tandem provide pipeline owners cost effective solutions for long term repair and rehabilitation. The use of CFRP lining allows owners the opportunity to employ slip lining and CIPP in more applications such as pipelines with sharp bends and pipelines with multiple laterals or service connections. Information will be provided about the specific nature of designing systems CIPP and CFRP lining systems individually and jointly including connection detailing and where and how to best utilize both.

This paper presents the results of a hydraulic transient analysis for a 42.6 km (26.5 mile) long treated water pipeline near Los Angeles, California. Simulations were performed for controlled closing of an in-line valve structure and safe gate close times were recommended to prevent the pressure from exceeding the maximum allowable pressure of the pipeline. Surge control measures were also developed to eliminate the possibility of vapor cavity formation and large magnitude negative pressures in the pipeline following both controlled closure and accidental sudden closure of the in-line valve structure.

Widely varying material properties and joint configurations of the different pipe materials in common use have made it difficult to develop a coordinated thrust restraint design practice. This has resulted not only in significantly different guidance from AWWA design manuals for different pipe materials and agency requirements, but also widely varying design practices and company specific best practice approaches within the engineering community. Recognizing the need to develop consensus among practicing engineers as well as industry representatives and experts; in 2008, the members of the ASCE Technical Committee on Pipeline Installation and Location formed a special task committee "Thrust Restraint Design of Buried Pipelines". The objectives of this task committee were: 1) To document current design practices of thrust restraint systems for various pipe materials; and compare current practices with theory. 2) To document the historical evolutions of the different design approaches, collect and compile field tests completed for different pipe materials. 3) To explore improvements to current practice, develop consensus, and propose recommendations for the development of a manual of practice. Since 2008, the task committee has prepared a white paper documenting the above objectives, held a workshop on thrust restraint design at the 2010 ASCE Pipelines Conference, and begun preparing a manual of practice (MOP) with the aim of improving and consolidating current practice into a more cohesive, if not universal approach. The task committee has also presented several papers at the last three ASCE Pipelines Conferences, documenting findings and progress. This paper briefly summarizes the progress by the committee since its inception in 2008, focusing on the progress made by the committee since the 2011 Pipelines Conference. It includes updates on the progress toward developing an analytical model for thrust restraint that is intended to form the backbone of the MOP. The analytical model will include factors that deal with: pipe-soil interaction including frictional and lateral resistance, pipe and joint flexibility, movement required to develop soil resistance and the limitations of joint materials, type and geometry on movement induced by thrust forces. Both thrust block and restrained joint methods are included. A simplified approach for common applications is also proposed.

The City of North Bay Village (NBV) is a three-island community situated in northeast Miami-Dade County between the cities of Miami and Miami Beach. The three islands (North Bay Island, Harbor Island and Treasure Island) are linked by the John F. Kennedy (79th Street) Causeway, which extends across Biscayne Bay from Miami to Miami Beach. NBV is currently under a construction moratorium enforced by the Florida Department of Environmental Protection (FDEP). As such, NBV has completed a force main route evaluation and prepared a design-build criteria package so that a design-build Team can construct the force main and have it in service before December 31, 2011. NBV contracted METRO Equipment Services, Inc. (MES) and Lockwood, Andrews & Newnam, Inc. (LAN) to design and construct a new sanitary sewer force main to transmit NBV's sewage from NBV's Master Pumping Station to the Miami-Dade County - Water & Sewer Department's (MDWASD) 24-inch force main at the City of Miami. The project consisted of approximately 13,500 linear feet of 16-inch diameter pipeline and includes three horizontal directional drillings of 2,600 linear feet, 1,350 linear feet, and 1,150 linear feet across the environmentally sensitive Biscayne Bay and Pelican Harbor Bird Sanctuary. NBV's objective was to provide an opportunity for the selected Design-Build (DB) Team to be innovative in design and in construction methods while delivering the desired end result. In DB, the client solicits bids from Contractor/Engineer Teams based on incomplete plans. The prospective Design/Builders bid to complete the design while simultaneously starting construction. This overlap can shave months or even years off the schedule. Advantages of this delivery method include enhanced value-engineering and constructability reviews, early knowledge of guaranteed costs, accelerated delivery, lower design and engineering fees, reduced owner risk and administrative responsibilities. NBV undoubtedly learned many lessons throughout the course of the force main rehabilitation project. Our paper, however, will focus on the lessons learned from the Contractor's perspective. For both NBV and the METRO Team, this understanding reveals the strengths (and weaknesses) of this project delivery method. It sheds light on the effects of Design/Build policies and practices on the cost and schedule of large infrastructure projects. Utilities who understand the implications of their Design/Build procurement practices, contracts, oversight, management, and administration can be more effective in crafting their programs to meet project requirements.

The Tarrant Regional Water District (TRWD) with the City of Dallas Water Utilities (DWU), are currently engaged in the planning, design and implementation of a 350 MGD raw water transmission system, which will run across north central Texas from Lake Palestine to Lake Benbrook, with connections to Cedar Creek Reservoir, Richland Chambers Reservoir and a Dallas delivery point. Collectively, the system constitutes approximately 150 miles of 84-inch to 108-inch pipeline and six pump station sites. The program developed by TRWD to accomplish these improvements is called the Integrated Pipeline (IPL) Project. The IPL crosses five (5) distinct physiographic regions and 20 geologic formations that outcrop along the alignment. The lithologies are all sedimentary in origin and range from loose sands and soft clays to soft shales, hard sandstone, and limestone beds, with several moderately hard limestone formations. Shallow groundwater can occur in any of the formations within the pipe depth zone. Desiring to provide a continuous characterization of the subsurface conditions to assist in the site specific design and construction of the pipeline, a two-step approach was undertaken with the IPL geotechnical program. Phase 1 includes a geophysical survey of the pipeline route with periodic geotechnical borings for ground truthing and calibration. Goals of the geophysical survey include: 1) Provide a continuous interpretation of the soil / rock conditions present 2) Identification of potential reuse materials; 3) Identification of possible geologic and man-made features present along the IPL route that may have gone undetected during a traditional boring program. 4) Provide an estimate of the depth to the groundwater surface 5) Provide baseline soil resistivity data to assist cathodic protection design; and 6) Provide refined locations for further geotechnical borings. Phase 2 includes hundreds of geotechnical borings selected for needs of pipeline design. This paper describes and compares the project conditions, geophysical data collection, geophysical analytic techniques, and geotechnical ground truthing for this innovative program.

The 11.53 miles of 60-inch prestressed concrete cylinder pipe (PCCP) main between the B.E. Payne Water Treatment Plant and the English Station 10 MG Ground Storage Tank serves as the primary supply main for approximately 300,000 customers. In May 2009, the 60-inch main ruptured causing a boil water advisory for approximately 23,000 customers. Fortunately for the Louisville Water Company (LWC), the rupture occurred on a section of the main that had a redundant feed. Approximately 8.80 miles of the 60-inch main has no redundant feed. This pipeline was identified as one of LWC's pilot projects for its newly created PCCP Condition Assessment Program. LWC's PCCP Condition Assessment Program standardized on the Electromagnetic Inspection technology for locating damaged prestressing wires as the primary condition assessment methodology. LWC contracted with Pure Technologies (Pure). The operating constraints of the 60-inch main allowed LWC to utilize several of Pure's technology platforms for out-of-service and in-service inspections. Following receipt of the initial inspection results from Pure and a failure risk analysis, LWC identified 11 pipe segments requiring rehabilitation. Three of the sections were designated beyond the point of failure. The emergency repairs on these sections were immediately implemented. The remaining 8 sections were scheduled for repair at later date. This paper discusses the challenges and intricacies with managing the operations of a primary supply line with multiple inspection cycles, rehabilitating the dilapidated appurtenances, draining and filling sections of the main multiple times, repairing the damaged sections in areas where the main has never been out-of-service, and obtaining the buy-in from upper management to do the work.

In a proactive approach to solving the regional water needs south of the Reno, NV area, a proposed regional water intertie system is being constructed to supply and distribute water to the communities of Carson City, Indian Hills, and Douglas County from the Town of Minden. These systems will comprise more than 20 miles of large diameter (18-36") transmission main installed throughout the systems and communities. The Town of Minden has upgraded their distribution system to accommodate the need to move large volumes of water throughout their system to discharge points for their wholesale customers. The Town has installed more than 6 miles of large diameter (18-36") transmission main to accommodate the needs for Phase I improvements. In total, there were four sub-projects created to complete the work. Each sub-project utilized a competitive bid with multiple pipe materials, as well as separate pipe procurement procedures to gain the best pricing on piping that would meet the design intent of the project. This resulted in two of the projects utilizing PVC pipe and two of the projects utilizing ductile iron pipe. The materials procurement was viewed as a success in terms of the overall project and the benefits specifically to the Town of Minden. The Town saved substantial money and the arrangement did not adversely affect the design, quality of construction, or the end product. Contractor response to the separate material procurement was mixed. Some appreciated not having to worry about the material supply, delivery and management. Others wanted the flexibility of those options along with the flexibility to choose the materials and supplier they wished to work with.

The Macon Water Authority (MWA), in Macon, GA, needed to replace an existing undersized force main pipeline immediately adjacent and into the Rocky Creek Wastewater Treatment Facility (WWTF). This force main needed to be increased in size to adequately convey flow from the south side of the service area into the WWTF. Complicating the proposed installation in the area of the required upsized force main is Rocky Creek proper and surrounding wetlands, both of which would have to be traversed for a successful installation. Carter & Sloope (C&S), the design engineer for the overall project, recognized that horizontal directional drilling (HDD) could be a viable solution to the complexities of the proposed crossing, as well as a way to minimize the environmental impacts of the pipeline installation on the wetlands and creek. Due to the significant scope and complexity of this project, C&S recognized the need to utilize HDD contractors and pipe materials that have demonstrated successful installation in similar applications. They employed a pre-qualification process to assure that properly qualified HDD contractors and materials were used. Mears Group, Inc. was selected for the HDD portion of the project and elected to install the entire ≈4,200 LF HDD length, with 24-inch DR-18 Fusible PVC pipe. This project represents the largest HDD installation that C&S and MWA have been involved with to date. The success of this project was the result of a 'team first' construction effort, traversing landowner concerns, alignment adjustments, layout and fusion requirements, and general constructability issues with a crossing of this length and size.

Pipe jacking is a trenchless technology method of installing pipes under existing facilities such as roads and railroads. Predicting jacking forces is important for planning, design, and construction phases of these types of projects. The jacking forces dictates shaft or pit locations, thrust block or backstop design, jacking equipment, use of intermediate jacking stations, and pipe bearing capacity. Accurate estimation of jacking forces depends on several site and project parameters, such as soil and site conditions, lubrication, size of overcut and steering corrections. Excessive jacking forces can damage the pipe, instable the thrust block, and may stop project progress. There are different methods of calculating jacking loads presented by researchers and industry organizations. By using different models, a discrepancy can be observed in results, which make precise estimation questionable. It can be concluded that analytical and empirical models are based on certain assumptions and field data, and more research is required. For example, ASCE 27 recommends using experimental values to calculate frictional forces and do not consider the face pressures. Other researchers have considered detailed analysis of soil conditions at the face and recommended including project specific conditions such as pipe depth and bore stability. This paper presents an analysis of literature and provides a framework for design engineers to refer to applicable guidelines for planning pipe jacking operations. A conceptual case study is provided to illustrate the differences.

Envision is a new sustainability rating system for infrastructure projects developed by the Institute for Sustainable Infrastructure (ISI). The ISI was formed jointly by the American Society of Civil Engineers (ASCE), the American Consulting Engineers Council (ACEC) and the American Public Works Association (APWA) in February 2011 as an independent, non-profit organization. ISI has been developing the Envision rating system in four distinct stages (1 to 4) with the support of CEEQUAL Ltd., the company that was setup to run the U.K. based sustainability rating system for infrastructure. The Stage 1 (exploration and testing) and Stage 2 (project assessment and recognition) modules of the Envision rating system have already been developed and were released for public comment on July 5, 2011. The Stage 3 (existing facility and focused project performance assessments) and Stage 4 (consensus development for complex infrastructure projects) modules for the Envision rating system are yet to be developed and are expected to become available in 2012. No sustainability rating system appropriate for application to pipeline projects existed in North America until the recent introduction of Envision. This paper presents a summary of the findings from the task committee's review of the Envision rating system focused on its application to pipeline projects and the providing recommendations for potential Envision improvements. The ASCE Task Committee for the Sustainable Design of Pipelines ("SDP") committee's interest is to apply the concepts of sustainable design to the water and wastewater pipeline sector and to provide means for planners, owners, designers, contractors and manufacturers to make improvements in project delivery by reducing project impacts on the environment and finite resources.