Buried Pipelines A Manual Of Structural Design And Installation EBook Download

File Name:Buried Pipelines A Manual Of Structural Design And Installation EBook Download.pdf


ENTER SITE »»» DOWNLOAD PDF


CLICK HERE »»» BOOK READER


Size: 3416 KB
Type: PDF, ePub, eBook
Uploaded: 7 May 2019, 13:58
Rating: 4.6/5 from 737 votes.
tatus: AVAILABLE
Last checked: 7 Minutes ago!
eBook includes PDF, ePub and Kindle version
In order to read or download Buried Pipelines A Manual Of Structural Design And Installation EBook Download ebook, you need to create a FREE account.

✔ Register a free 1 month Trial Account.
✔ Download as many books as you like (Personal use)
✔ Cancel the membership at any time if not satisfied.
✔ Join Over 80000 Happy Readers

Used: Very GoodVery minimal writing or notations in margins. Text is clean and legible. Used books may not include companion materials.Please try again.Please try again.Please try your request again later. Then you can start reading Kindle books on your smartphone, tablet, or computer - no Kindle device required. In order to navigate out of this carousel please use your heading shortcut key to navigate to the next or previous heading. Register a free business account If you are a seller for this product, would you like to suggest updates through seller support ? To calculate the overall star rating and percentage breakdown by star, we don’t use a simple average. Instead, our system considers things like how recent a review is and if the reviewer bought the item on Amazon. It also analyzes reviews to verify trustworthiness. Used: GoodDust jacket, fading and shelf wear, protected by a Mylar cover.Please try again.Please try again.Please try your request again later. Then you can start reading Kindle books on your smartphone, tablet, or computer - no Kindle device required. Register a free business account If you are a seller for this product, would you like to suggest updates through seller support ? To calculate the overall star rating and percentage breakdown by star, we don’t use a simple average. Pages are intact and are not marred by notes or highlighting, but may contain a neat previous owner name. The spine remains undamaged. Supplemental materials are not guaranteed with any used book purchases.All Rights Reserved. Some features of WorldCat will not be available.By continuing to use the site, you are agreeing to OCLC’s placement of cookies on your device. Find out more here. Numerous and frequently-updated resource results are available from this WorldCat.org search. OCLC’s WebJunction has pulled together information and resources to assist library staff as they consider how to handle coronavirus issues in their communities. http://posetili.ru/userfiles/craftsman-airless-paint-sprayer-manual.xml

buried pipelines a manual of structural design and installation, buried pipelines a manual of structural design and installation pdf, buried pipelines a manual of structural design and installation services, buried pipelines a manual of structural design and installation system, buried pipelines a manual of structural design and installation instructions.

However, formatting rules can vary widely between applications and fields of interest or study. The specific requirements or preferences of your reviewing publisher, classroom teacher, institution or organization should be applied. Please enter recipient e-mail address(es). Please re-enter recipient e-mail address(es). Please enter your name. Please enter the subject. Please enter the message. Author: N W B Clarke. Publisher: London: Maclaren, 1968Please select Ok if you would like to proceed with this request anyway. All rights reserved. You can easily create a free account. Publisher: London: Maclaren, 1968.Please select Ok if you would like to proceed with this request anyway. All rights reserved. You can easily create a free account. AbeBooks has millions of books. We've listed similar copies below.Ex-library, With usual stamps and markings, In poor condition, suitable as a reading copy. Please note the Image in this listing is a stock photo and may not match the covers of the actual item,1000grams, ISBN:0853340102.Publisher: Elsevier Science Ltd Pages are intact and are not marred by notes or highlighting, but may contain a neat previous owner name. This manual provides appropriate analytical concepts to address the principles of buried steel pipe design and attempts to correct misusage of the 1958 Modified Iowa Formula. The most current work of Dr. Reynold K. Watkins and others is presented in this book to develop external loading design concepts. This manual will be valuable to students and professionals involved in pipe design and construction. This report was reviewed by a team representing practicing engineers and for the Design of Buried Steel pipe July 2001 i Acknowledgments The following people (with their affiliations) contributed to this report. In 1999, ALA requested a group of civil and mechanical engineers, listed in the Acknowledgements, to prepare a guide for the Design of Buried Steel pipe. http://adamlegal.com/userfiles/craftsman-all-in-one-rotary-cutting-tool-manual.xml

The group prepared the Guidelines presented in this report, with an emphasis on the fundamental Design equations suitable for hand calculations, and where necessary, guidance for finite element analysis. 10 Project Objective The purpose of this guide is to develop Design provisions to evaluate the integrity of Buried pipe for a range of applied loads. The provisions contained in this guide apply to the following kinds of Buried pipe: New or existing Buried pipe, made of carbon or alloy Steel, fabricated to ASTM or API material specifications. Welded pipe, joined by welding techniques permitted by the ASME code or the API standards. Piping designed, fabricated, inspected and tested in accordance with an ASME B31 pressure piping code. These codes are: power piping, process piping, liquid hydrocarbon pipelines, refrigeration piping, gas transmission and distribution piping, building services piping, slurry piping, and ASME Boiler and Pressure Vessel Code, Section III, Division 1 nuclear power plant piping. Show more Various parts of the report were. Corrosion effects often remain unseen or unnoticed until failure occurs. Of these systems, drinking water and sewer systems accounted for the largest portion of the annual corrosion costs. The reliability of utility infrastructure has a huge impact on our daily lives and mission effectiveness. Loss of service impacts health, hygiene and disease control, safety, security and the environment. Interior corrosion can severely degrade components such as pipes, conduits, tanks, and vaults. Typical utility components at risk identified in the Vision Point Systems Study: Corrosion Factors in DoD Facilities (October 2014) include: If the ESC zone lies between C3 and C5 additional CPC considerations must be applied. This includes the selection of more corrosion resistant coatings and materials consistent with that ESC Zone. http://www.liga.org.ua/content/eizo-coloredge-cg241w-manual

Soils with the poorest drainage, such as clays, and the highest moisture content have lower resistivity values and are generally the most corrosive. Conversely well drained soils like sands and gravels, have higher resistivity and are considered the least corrosive. Backfilling pipe trenches and excavations with sand or gravel improves the long-term protection in corrosive poorly draining soils. Buried metal pipelines and tanks usually suffer from corrosion because of one or more of the following soil conditions: Galvanic corrosion can effectively be eliminated or minimized by: These systems can also reduce the potential liability from premature failure of utilities, such as gas line explosions and jet fuel leaks, while also ensuring the avoidance costs associated with the leaks such as fines, environmental cleanup, remediation and disposal of contaminated soil, and monitoring requirements. Both are required by law for Underground Storage Tanks (UST) and certain Petroleum, Oil and Lubricant (POL) lines. For additional information on CP see DoD Continuing Education Courses (login account required) and Cathodic Protection Knowledge Area.These at-risk components include: Cuts and bores in timber poles should be done prior to treatment. The Department of Energy reports that 70 of the power grid's transmission lines and power transformers are over 25 years old, with parts of the current network more than a century old. In a medium atmospheric severity (ISO Classification C3), galvanized transmission towers and poles can stay in service for 20 to 35 years before showing the first signs of corrosion. Once a galvanized transmission tower or pole begins to corrode, the corrosion advances exponentially. A tower or pole with less than 5 percent rust at age 30 can oxidize to the point of failure within 10 years. http://china-hr-tomorrow.com/images/canon-powershot-g5-user-manual.pdf

Recognizing the industry's need for guidance in developing maintenance programs, NACE International and IEEE developed standards that target the needs of the electric power utility sector. For water distribution utilities the key parameters affecting internal pipe corrosion are: Low velocity or stagnant conditions of the wastewater depletes dissolved oxygen causing hydrogen sulfide gas to be released into the air in the sewer pipe or structure. Specifically, bacteria convert sulfates in the sewage into sulfides. Which make their way to the surface of the sewage and release into the sewer atmosphere as hydrogen sulfide (H2S) gas. Bacterial action on the top of the pipe or structure converts H2S gas to sulfuric acid which causes corrosion in the crown of the pipe. This document is currently being updated and revised. Cathodic Protection (CP) is discussed. UFC 3-501-01 should be used for design analysis, calculation, and drawing requirements. Corrosion resistant materials are discussed and required. Submittals may include shop drawings, product data, samples, test reports, certificates, manufacturer's instructions, and operation and maintenance data. Understanding Corrosion Science (see Corrosion Science Knowledge Area ) as it affects utilities and buried structures and associated materials selection will help the designer and Sustainment, Restoration and Modernization (SRM) manager make decisions that create facilities that are life cycle cost effective and more durable. If necessary, mark-up guide specifications (e.g., UFGS) with prescriptive CPC requirements. Ensure that CP systems are maintained and checked based upon recommended cycles. A COP coordinated through the web (or discussion forums and phone conferences) can be useful when looking for more information regarding new technologies or in seeking insights from other designers and facilities managers about a problem.

These projects have resulted in improvements and updates to criteria including: Initial investments in corrosion prevention are typically more life-cycle cost (LCC) effective than maintenance, repair, and replacement of prematurely degraded components Discipline Area SMEs provide valuable consultation skills developed from years of experience assessing corrosion prevention requirements in differing environments. The SMEs can assist with the translation of local conditions into the interdisciplinary solutions that provide immediate and long-term benefits to the installation and its SRM bottom line costs. Typical consulting services provided by the SMEs include: An industry standard is an established norm or requirement about technical systems, usually presented in the form of a formal document. It establishes uniform engineering or technical criteria, methods, processes and practices. Industry Standards can also be found in the form of reference specifications. The standards referenced in criteria are usually written and maintained by Standards Organizations (see also Code Taxonomy ). See the following for additional guidance and information: Guidelines pertaining to ILI data management and data analysis are included The relevant Standards are listed in each criteria document and are too extensive list here. Courses offered at PROSPECT reach several of the audiences targeted in the FICES study, including: contracting, facilities planners, design, HVAC, electrical, DPW personnel, etc. Find out more at the link to the latest version of The Purple Book The goal of 'Whole Building' Design is to create a successful high-performance building by applying an integrated design and team approach to the project during the planning and programming phases. Disclaimer. The Roman aqueducts are often mentioned as examples of great technical achievement; indeed, some of these early structures are still in use today. www.fishinnj.com/userfiles/files/Dreami-Carrycot-Manual.pdf

Although most of the early water carrying structures were open channels, conduits and pipes of various materials were also used in Roman times. It appears, though, that the effectiveness of the early pipes was limited because their materials were weak in tensile capacity. Therefore, the pipes could not carry fluid under any appreciable pressure. Beginning in the 17th century, wood and cast iron were used in water pipe applications in order to carry water under pressure from pumping, which was introduced about the same time. Since then, many materials have evolved for use in pipes. As a general rule, the goals for new pipe material development has been increased tensile strength, reduced weight, and, of course, reduced cost. Pipe that is buried underground must sustain other loads besides the internal fluid pressure. That is, it must support the soil overburden, groundwater, loads applied at the ground surface, such as vehicular traffic, and forces induced by seismic motion. Buried pipe is, therefore, a structure as well as a conduit for conveying fluid. That being the case, special design procedures are required to insure that both functions are fulfilled. It is the purpose of this chapter to present techniques that are currently in use for the design of underground pipelines. Such lines are used for public water systems, sewers, drainage facilities, and many industrial processes. Pipe materials to be considered include steel, concrete, and fiberglass reinforced plastic. This selection provides examples of both flexible and rigid behavior. The methodologies presented here can be applied to other materials as well. Design procedures given are, for the most part, based on material contained in U.S. national standards or recommended practices developed by industry organizations. It is our intention to provide an exposition of the essential elements of the various design procedures. {-Variable.fc_1_url-

No claim is made to 1999 by CRC Press LLC c total inclusiveness for the methodologies discussed. Readers interested in the full range of refinements and subtleties of any of the approaches are encouraged to consult the cited works. For convenience when comparing references, the notations used in work by others will be maintained here. Attention is focused on large-diameter lines, generally greater than 24 in. Worked sample problems are included to illustrate the material presented. 25.2 External Loads 25.2.1 Overburden The vertical load that the pipe supports consists of a block of soil extending from the ground surface to the top of the pipe plus (or minus) shear forces along the edges of the block. The shear forces are developed when the soil prism above the pipe or the soil surrounding the prism settle relative to each other. For example, the soil prism above the pipe in an excavated trench would tend to settle relative to the surrounding soil. The shear forces between the backfill and the undisturbed soil would resist the settlement, thus reducing the prism load to be carried by the pipe. For a pipe placed on the ground and covered by a new fill, the effect may be the same or opposite, in which case the load to be supported by the pipe would be greater than the soil prism. The difference in behavior depends on the difference in settlement between the pipe itself and the fill material. Typically, such loads occur as a result of vehicular traffic passing over the route of the pipe. However, they can be caused by static objects placed directly, or nearly so, above the pipe as well. 1999 by CRC Press LLC c FIGURE 25.1: Typical underground pipe installations. (Reprinted from Concrete Pressure Pipe, M9, c by permission. Since the Boussinesq solution provides a stress distribution for which magnitudes decay with distance from the load, it follows that the intensity of surface loads decreases with increased depth.

Therefore, the consequence of traffic, or other surface loads, on deeply buried pipes is relatively minor. Conversely, surface loads applied over pipes with shallow cover can be quite serious. For this reason, a minimum cover is usually required in any place where vehicular traffic will operate over underground conduits. Prior to development of present day computational tools, the evaluation of the Boussinesq equations to determine the total load on a buried pipe due to an arbitrary surface load was beyond the capability of most practitioners. For that reason, tables were developed, based on simple surface load distributions, and have been included in most design literature for buried pipe for many years. The load intensity at the depth of the pipe has been reported in numerous references. In general, the intensities given in Tables 25.1 and 25.2 are close to the intensities given in the other tables, though some differences do exist. With permission. 25.2.4 Seismic Loads In zones of high seismicity, buried conduits must be designed for the stresses imposed by earthquake ground motions. The document reflects the research efforts of many of the leading seismic engineers in the country and the methodology is widely used for design of underground conduits of all kinds. With permission. Consequently, the major consideration to be addressed in design of underground pipe is not strength but excessive relative movement. Unrestrained slip joints in buried pipe may be subject to relative movement, between the two segments meeting at a joint, that exceeds the limit of the joint’s capacity to function. For that reason, slip joint pipe must be investigated for maximum relative movement when subject to seismic motion. Types of pipe commonly utilizing slip joints include ductile iron, reinforced and prestressed concrete, and fiberglass reinforced plastic. 25.3 Internal Loads 25.3. floridapremierbaseball.com/images/files/Dreamhost-Manual-Wordpress-Install.pdf

1 Internal Pressure and Vacuum Underground pipe systems operate under varying levels of internal pressure. Gravity sewer lines normally operate under fairly low internal pressure whereas water supply mains and industrial process pipes may be subject to internal pressures of several hundred pounds per square inch. High-pressure pipelines are often designed for a continuous operating pressure and for a short-term transient pressure. Certain operational events may cause a temporary vacuum in buried conduits. In most cases the duration of application of vacuum loading is extremely short and its effects can usually be examined separately from other live loads. For design, a hydraulic analysis of the system may be used to predict the magnitude and time variation of transients in both the positive and negative internal pressure. 25.3.2 Pipe and Contents The effects of dead weight of the pipe wall and the fluid carried must be resisted by the structural capacity of the pipe. Neither of these loads contribute significantly to the overall stress state in most circumstances. In practice, loads from these two sources are often neglected in design of steel or plastic pipe, but they are usually included in design of prestressed and reinforced concrete pressure pipe and can be included in design of concrete nonpressure pipe as well. Since these loads are usually small compared to the overburden, they can be added to the vertical soil loads for simplicity and with conservatism. 1999 by CRC Press LLC c 25.4 Design Methods 25.4.1 General The principal structural consideration in design of buried pipe is the ability to support all imposed loads. Other important items include the type of joints to be used and protection against environmental exposure. Pipe that undergoes relatively large deformations under its gravity loads, and obtains a large part of its supporting capacity from the passive pressure of the surrounding soil, is referred to as “flexible”. As will be observed, the evaluation of the contribution of the soil to pipe strength is difficult due to varying conditions of pie installation. For that reason, prudence in design must be followed. However, as with most design problems, the engineer must, ultimately, balance conservatism with economic considerations. Pipes with stiffer walls that resist most of the imposed load without much benefit of engagement of passive soil pressure, because deformation under load is restricted, are called “rigid”. Steel, both corrugated and plain plate, ductile iron, and fiberglass reinforced plastic pipes are considered flexible; concrete pipe is considered rigid. Different methodologies are employed in assessing the strength of each type. 25.4.2 Flexible Design Plain Steel The structural capacity of flexible pipes is evaluated on the basis of resistance to buckling (compressive yield) and vertical diametrical deflection under load. Additionally, for flexible pipes, a nonstructural requirement in the form of a minimum stiffness to ensure that the pipe is not damaged during shipping and handling is normally imposed. In our experience, wall thicknesses meeting this ratio will usually result in designs that also satisfy the strength and deflection criteria discussed below. Tensile stresses due to internal pressure must be limited to a fraction of the tensile yield of the material. AWWA recommends limiting the tensile stress to 50 of yield. Collapse, or buckling, of flexible pipes is difficult to predict theoretically because of the indeterminate nature of the load pattern. AWWA has published an expression for the determination of capacity of a given pipe to support imposed loads. A comparison of the two sets of formulas can be made to determine the maximum variation. The soil parameter, k, obviously affects the results. The AISI expressions for critical buckling stress (Equation 25.12) do not contain any dependence on the degree of compaction of the surrounding soil. However, the handbook does recommend load factors, which multiply the applied loads, that are related to the degree of compaction. For example, the recommended load factor for 90 compaction is 0.75. Use of a load factor of 0.75 has the same effect as increasing the allowable stress by 1.33. If the results from the ASTM and AISI equations are compared on that basis, the values are within 10. On the other hand, if a load factor of 1.0, which corresponds to a density of only 80 standard, is used, the soil stiffness, k, must be increased to 0.26 for the two sets of formulas to give approximately the same results. Clearly, use of the higher value for k results in a slightly more conservative design, and that may be desirable, in view of the normally unknown character of the actual installed backfill. For pipe meeting ASTM A760, maximum thickness of 0.168 in., the specified minimum yield and ultimate stress are 33 ksi and 45 ksi, respectively. Check the handling requirement. Fiberglass Reinforced Plastic Fiberglass reinforced plastic (FRP) pipe is fabricated by winding glass strands into a matrix of organic resin on a mandrel of the desired diameter. A variation on the fiberglass-resin matrix utilizes cement of polymer mortar incorporated into the structure to add stiffness and reduce cost of materials. In the load test, equal and opposite concentrated loads are applied on opposite ends of a diameter. Load deflection data are obtained from which stiffness and related buckling strength of the pipe can be determined. Each of the mentioned pipe specifications provides for levels of pipe stiffness (P S) of 9, 18, 36, and 72 psi. These values represent applied force per unit length of pipe divided by deflection. With permission. the pipe stiffness and the formula for deflection of a point-loaded circular ring allows determination of the product, EI, of the composite pipe wall. In FRP construction, the modulus of elasticity (E) depends on several variables: the moduli of the resin and the glass reinforcement, the relative amounts of glass 20 and resin, and the angle of the filament winding. For that reason, it is convenient to utilize the experimentally determined overall pipe stiffness in design rather than to base calculations on the composite modulus of elasticity of the material. In particular, the buckling formula (Equation 25.4) and Spangler’s equation for deflection (Equation 25.7) can be recast in terms of the pipe stiffness, as shown in the following steps. Deflections are normally restricted to 5 of the diameter. In contrast to design of steel pipe, it is normal practice to consider the bending stresses induced in the wall by deflection of the pipe. It offers the advantage of being corrosion resistant in conditions where steel might be attacked, and in some instances it may be a more cost-effective solution than steel or plastic. When concrete pipe is used in high-pressure systems, prestressed concrete pipe is the type most often selected. The pipe is manufactured in diameters from 24 to 144 in.The prestressing places the concrete wall into compression of sufficient magnitude so that it will not be fully relieved under design internal pressure loadings. Finally, a coat of sand-cement mortar is applied over the prestressing wires to provide corrosion protection. Prestressed pipe is normally designed only by pipe manufacturers. Pipe purchasers must indicate the design pressures, including transients, installation conditions, and surface loads. Reinforced concrete pipe can be designed to sustain internal pressure loads, but the maximum pressures that can be carried are significantly less than with prestressed pipe and its use in such applications is limited. As with prestressed pipe, the pipe specifier usually supplies only the performance attributes and the pipe fabricator performs the design to meet the appropriate specification. The strength is characterized by the concentrated load required to cause a crack of 0.01 in. width and the ultimate concentrated load. Load values are determined experimentally by the three-edge-bearing test. The test simulates concentrated loads applied at opposite ends of a pipe diameter. These loads are referred to as D-loads (D0.01 and Dult ): the concentrated force per unit length of pipe per unit length of diameter necessary to cause either the 10-mil-width crack or ultimate failure of the pipe. D-load values for the five pipe classes included in ASTM C76 are shown in Table 25.4. In determination of the strength required to resist external loads, the total pipe load is estimated by standard methods. These factors represent the ratio of the maximum bending moment due to a concentrated load to the moment caused by the actual live and dead load of the same magnitude as the concentrated load. ACPA has defined four standard installation types, for which relevant information is shown in Tables 25.5 and 25.6. Bedding factors for embankment installations are given in Table 25.7. Other bedding factors, for trench installations and for live load effects, have also been obtained by ACPA but are not reproduced here. It is noted that ACPA recommends using the dead load factor for live load contributions as well, if the tabulated live load factor is larger than the dead load factor. Use of the appropriate bedding factor allows the conversion of the actual load to an equivalent point load. Comparison of that equivalent load with standard D-loads is used to establish the appropriate class of pipe with sufficient capacity to support the design loads. Normal procedure is to utilize a 1999 by CRC Press LLC c TABLE 25.4 D -Loads for ASTM C76 Concrete Pipe Pipe class D0.01 load Dult load I II III IV V 800 1000 1350 2000 3000 1200 1500 2000 3000 3750 From American Society for Testing and Materials. 1994. C76. Standard Specification for Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe. With permission. design factor of safety of 1.0 against the D-load required to cause a 0.01-in. crack. Details of the procedure are illustrated in the following example problem for embankment installation. The design procedure is similar for trench installation. EXAMPLE 25.3: Consider a 48-in.-diameter reinforced concrete pipe to be installed beneath a railroad for surface drainage. The pipe is to be installed in an embankment with a depth of cover of 5 ft. For the purpose of this example, assume that the overburden load is equal to the prism of soil above the pipe. Soil unit weight is 120 pcf and the backfill conditions are such that a standard installation type 3 exists. Solution For a 48-in.Compaction is standard Proctor. From American Concrete Pipe Association. 1995. Design Data 40. Standard Installations and Bedding Factors for the Indirect Design Method. With permission. 25.5 Joints 25.5.1 General In order to form a continuous conduit from the individual pipe sections, it is necessary to connect the sections together in such a way that the pressure-containing and load-resisting capability is preserved in the completed assembly. Each type of pipe discussed previously utilizes special types of joints as explained in the following. 1999 by CRC Press LLC c 25.5.2 Joint Types Plain Steel In plain steel plate pipe, the individual pipe sections are fabricated from plate, rolled to the proper radius, and welded together. Joints, in fabricated sections, are either continuous helical or longitudinal. When installed, the sections are welded together using either bell-and-spigot or butt joints. In plain steel pipe, full penetration butt welds are used extensively for field joints. That standard requires that welding procedures and welding operators be prequalified before use on a job. In addition, tolerances on fit-up are specified and inspection requirements are set out.