Design of Close-Fit Liners for the Rehabilitation of Gravity Pipes.

• Superior document: Manuals and Reports on Engineering Practice Series ; v.145
• Author: Kampbell, Norman E. "Ed".
• TeilnehmendeR: Simicevic, Jadranka.
• Place / Publishing House: Reston : : American Society of Civil Engineers,, 2021.; ©2021.
• Year of Publication: 2021
• Edition: 1st ed.
• Language: English
• Series: Manuals and Reports on Engineering Practice Series
• Physical Description: 1 online resource (181 pages)

MOP 145provides a comprehensive explanation of the design of flexible, close-fit linings for the renewal or rehabilitation of pipes designed for gravity flow such as sanitary sewers, culverts, and storm sewers.

Table of Contents

Intro -- Book_5002_C000 -- Half Title -- Title Page -- Copyright Page -- Manuals and Reports on Engineering Practice -- Contents -- Preface -- Acknowledgments -- Book_5002_C001 -- CHAPTER 1 : Introduction -- 1.1 Background -- 1.2 About This Manual -- 1.2.1 Purpose -- 1.2.2 Scope -- 1.2.3 Document Organization -- References -- Book_5002_C002 -- CHAPTER 2 : Soil-Pipe Structure Interaction Systems -- 2.1 Existing Pipe Structure under External Load -- 2.1.1 Introduction -- 2.1.1.1 Composite Structures. Recognition of the manner in which the existing pipe structure responds to the external load acting on the pipe may be important when designing a close-fitting flexible liner for rehabilitating the defective pipe struct -- 2.1.1.2 Pipe Stiffness: Rigid versus Flexible Pipes. Pipe stiffness is a commonly used measure for pipe deflection resistance. Pipe stiffness, as defined in the parallel plate loading test [the load at 5% deflection, according to ASTM D2412-11 ( AS -- 2.1.1.3 Importance in Designs. The original pipe installation design approach is quite different for a rigid and a flexible pipe. It recognizes the soil/pipe system strain differences to calculate the loadings that ultimately will influence the suc -- 2.1.2 Nonreinforced Rigid Pipe -- 2.1.2.1 Original Design Approach: Failure of Nonreinforced Rigid Pipe. A rigid pipe material ' s in situ performance is a function of the moment capacity of the pipe wall (e.g., for concrete pipes, this is, in general, quantified using the three-edg -- 2.1.2.2 Pipe Performance at Four-Hinge Ovalization. While the opening up of these fractures may look alarming, many concrete and clay pipes have historically demonstrated good structural performance in a fractured condition, often amazing the owner.

2.1.2.3 Causes of Cracking. The causes of cracking observed in a non-reinforced rigid pipe can be various: an insufficient strength class of the pipe material specified by the designer, a failure of the installation process to deliver the proper be -- 2.1.2.4 Corrosion and/or Abrasion. Concrete pipes can also be subject to nonmetallic corrosion of the concrete material itself (owing to ) and/or abrasion from sediment carried by the flow in pipe. -- 2.1.3 Reinforced Rigid Pipe -- 2.1.3.1 Original Design Approach: Failure of Reinforced Rigid Pipe. In the case of a reinforced concrete pipe (RCP), the design approach is to use steel reinforcement to accommodate the tension stresses in the tension zones of the pipe cross section -- 2.1.3.2 Impact of Soil Erosion on RCP Response to Surface Loads. The impact of soil erosion voids on the RCP response to surface loads was studied at Queen ' s University, where controlled, full-scale laboratory experiments were performed on the RC -- 2.1.3.3 Steel Corrosion in RCP. The cracks in a concrete pipe have potential to expose steel to corrosion. However, it is believed that cracks up to approximately 0.0625 in. will not permit the corrosion of the reinforcement except under the most a -- 2.1.3.4 Nonmetallic Corrosion and/or Abrasion. As previously indicated, concrete pipes may also experience nonmetallic corrosion of the concrete material itself (owing to ) and/or abrasion from sediment carried by the flow in pipe. The loss -- 2.1.3.5 Circumferential Cracking. An RCP pipe can also develop circumferential cracks on account of differential settlement which can vary from less than 0.01 in. to more than 0.10 in. in width. These cracks are also structural defects and require -- 2.1.4 Flexible Pipe.

2.1.4.1 Original Design Approach: Failure of Flexible Pipe. The original installation design approach for a flexible pipe [corrugated metal pipes (CMP), thermoplastic pipes such as polyvinyl chloride (PVC) or high-density polyethylene (HDPE), and gl -- 2.1.4.2 Extent of Flexible Pipe Deflection. The vertical loads acting on a flexible pipe (or a fractured rigid pipe because it is acting similar to a flexible pipe) may cause a decrease to occur in the pipe height and a corresponding increase in th -- 2.1.4.3 Time and Duration of Deflection. For flexible pipes, short-term deflections are largely induced during the installation process. The ring stiffness of the pipe is essential to provide the required resistance to deflection during handling an -- 2.1.4.4 Corrosion/Abrasion. Corrosion is the typical deterioration mechanism for CMP and the majority of metal pipe failures can be attributed to corrosion. Corrosion attack on the pipe can be internal and external -- internal corrosion in culverts u -- 2.1.4.5 Impact of Soil Erosion on CMP Response to Surface Live Loads. Effects of an erosion void on deteriorated metal culverts under live loads were studied at Queen ' s University, where experiments were performed on the buried corrugated steel -- 2.1.5 Soil Stiffness -- 2.2 Loads on Buried Pipe Structures (before Lining) -- 2.2.1 Introduction -- 2.2.2 Groundwater Pressure -- 2.2.3 Dead Loads -- 2.2.3.1 Earth Load (Soil Overburden). The soil overburden pressure is the weight of the soil column directly above the pipe (at the depth of the pipe crown). If a pipe is below the water table, the weight of soil particles is reduced on account of b.

2.2.3.2 Static Surface Load. In addition to the soil overburden pressure, a buried pipe can be subject to static surface loads (any surface loads that are relatively constant over time), including the weight of pavement and any other above-ground -- 2.2.4 Live Loads -- 2.2.4.1 Overview. The short-term increases in vertical pressure on a buried pipe structure subjected to live surface loads are dependent on the type and magnitude of the load, burial depth, location, and the properties of surrounding soils. Typicall -- 2.2.4.2 Highway Traffic: AASHTO Early Design Loadings (H20/HS20, and so on). Between 1935 and 1944, the American Association of State Highway Officials [AASHO (today ' s AASHTO)] developed seven truck load categories for calculating automobile and -- 2.2.4.3 Highway Traffic: AASHTO LRFD Loading (HL-93). In 1993, AASHTO introduced a new notional design loading, the HL-93, as part of the LRFD methodology. (The LRFD was identified as the primary design specification for highway bridges in 1998.) A -- 2.2.4.4 Highway Traffic: Load Spread under Flexible Pavement. Live load distribution through a flexible pavement is shown in Figure 2-8 -- each wheel applies its load on the surface and it spreads with depth, as shown in Figure 2-9 . -- 2.2.4.5 Highway Traffic: Load Spread under Rigid Pavement. The pressure intensity of the live load for pipes buried below a rigid pavement is significantly less than that for a flexible pavement structure ( Figure 2-10 ). The net pressure intensity -- 2.2.4.6 Railway Loading: AREMA Cooper E-80. When determining live loading under railway tracks, consideration must be given to the weight of the locomotive, rail structure, and ballast where pressure is uniformly distributed through the soil mass b.

2.2.4.7 Aircraft Loading. Aircraft wheel loadings, just like highway wheel loadings, are a function of the loaded weight of the aircraft the runway pavement structure is designed to accept, the type of surface improvements (flexible pavement or ri -- 2.3 Loads on Close-Fit Liner Installed in Pipe -- 2.3.1 Introduction -- 2.3.2 Groundwater Pressure -- 2.3.3 Earth and Live Loads -- 2.3.3.1 Overview. The effect of earth loads on liners has been the subject of considerable discussion in the community of researchers, designers, and product suppliers ( Schrock and Gumbel 1997 , 2001 -- Moore 2005 ) -- local bending stresses have be -- 2.3.3.2 Effect of Erosion Voids in Backfill/Surrounding Soil on Loads on Liner. In cases where the density of the pipe embedment is compromised by the creation of voids, especially large ones, it could lead to a pipe collapse after lining and to th -- 2.3.3.3 Deferred Host Pipe Deflection: Liner-Host Pipe Interaction and Local Bending in the Liner. In many cases, the effective soil modulus available to resist host pipe deflecting after years in service will be significantly less than it was when -- References -- Book_5002_C003 -- CHAPTER 3 : Condition Assessment -- 3.1 Introduction -- 3.2 Gravity Pipeline Inspection Technologies -- 3.2.1 Recommended Literature -- 3.2.2 Primary and Secondary Inspection Technologies -- 3.3 Primary Pipeline Inspection Technologies -- 3.3.1 Closed Circuit Television -- 3.3.1.1 Introduction. CCTV has been for many years the workhorse of gravity pipeline inspection. CCTV equipment is used to provide a visual inspection of the internal surfaces of a pipeline. -- 3.3.1.2 Analog versus Digital Systems. CCTV pipe inspection systems can be analog or digital ones.

the latter has some advantages. For instance, although an analog signal degrades a little bit each time it is reproduced, a digital signal does not d.