This standard describes the minimum requirements for vertical water supply wells and is designed primarily for municipal and industrial applications.
The purpose of this standard is to provide the minimum requirements for water wells, including consideration of the influences of geologic and hydrologic conditions and water quality and well construction. This standard can be referenced in specifications for constructing water wells and can be used as a guide for vertical water supply wells. The stipulations of this standard apply when this document has been referenced and only to water wells used in water supply service applications. Application of this standard is not limited by well depth.
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This standard describes gravel, high-density gravel, silica sand, high-density media, anthracite filter materials, and the placement of the materials in filters for water supply service application. ANSI/AWWA B604, Standard for Granular Activated Carbon, addresses use of GAC as a filter medium and as an adsorbent.
This standard describes gravel, high-density gravel, silica sand, high-density media, anthracite filter materials, and the placement of the materials in filters for water supply service application. ANSI/AWWA B604, Standard for Granular Activated Carbon, addresses use of GAC as a filter medium and as an adsorbent. Major revisions made to the standard in this edition include the following: added definition of anthracite in accordance with ASTM D388; added Table 7 to clarify maximum sample sizes allowed on individual sieves during sieve analysis; added references within Appendix A-Bibliography; added Appendix C with language related to particle size distribution classification that was in the foreword of the previous revision to the standard; and, added Appendix D with language related to Filter Media Support Gravel Size and Layer Depth that was in the foreword of the previous revision
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The purpose of this standard is to provide the minimum requirements for PVC injection-molded pressure fittings, 4 in. to 12 in. (100 mm to 300 mm), for underground PVC and PVCO pressure-pipe systems.
This standard describes Pressure Class 235 (PC235) polyvinyl chloride (PVC) injection-molded fittings with push-on rubber-gasketed joints in nominal sizes 4 in. through 12 in. (100 mm through 300 mm) for use in water, wastewater, and reclaimed water service. The fittings are for use with PVC and molecularly oriented polyvinyl chloride (PVCO) pressure pipe having an outside diameter conforming to the dimensions of cast-iron pipe and with dimension ratios (DRs) of 18 (Pressure Class 235) or 25 (Pressure Class 165), as described in ANSI/AWWA C900, Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 4 In. Through 60 In. (100 mm Through 1,500 mm), AWWA Manual M23—PVC Pipe—Design and Installation, and ANSI/AWWA C909, Molecularly Oriented Polyvinyl Chloride (PVCO) Pressure Pipe, 4 In. and Larger.
It can be referenced in specifications for purchasing and receiving injection-molded PVC pressure fittings, 4 in. (100 mm) and larger, for PVC and PVCO pressure-pipe systems. The stipulations of this standard apply when this document has been referenced and then only to injection-molded PVC pressure fittings, 4 in. to 12 in. (100 mm to 300 mm), for PVC and PVCO pressure-pipe systems.
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The purpose of this standard is to define the minimum requirements for cement-mortar lining of water pipelines, 4 in. (100 mm) and larger, in place, including materials, design, and methods for construction.
This standard describes the requirements for the materials and application of a cement–mortar lining to the inside surface of 4-in. (100-mm) and larger new and old steel, ductile-iron, and cast-iron water pipelines that have been previously installed, as well as related work. The application requirements are that the lining of straight pipe sections and long-radius bends shall be performed by a machine that progresses uniformly through the pipe, applies cement mortar against the pipe surfaces, and is provided with an attachment for mechanically troweling the mortar to obtain a smooth lining of uniform thickness with smooth transitions over joints, and that the lining of bends, specials, and areas adjacent to valves shall be machine sprayed and hand troweled or, where machine placement is impractical, shall be performed manually. It can be referenced in documents for cement–mortar lining of water pipelines in place, 4 in. (100 mm) and larger.
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This specification covers bridge bearings that consist of a spherical rotational element, where a stainless steel convex surface slides against a concave carbon steel plate covered with woven or sheet polytetrafluoroethylene (PTFE). The function of the bearing is to transfer loads and to accommodate any relative movement, including rotation between a bridge superstructure and its supporting structure, or both. The requirements of spherical bearings with a standard horizontal load (a maximum of 10 % of vertical) are discussed. The bearings are furnished in three types: fixed spherical bearing which is for rotation only, unidirectional sliding spherical bearing which is for rotation plus movement in one direction, and multi-directional sliding spherical bearing which is for rotation plus movement in all directions. The materials to be used in producing the bearings include: steel, stainless steel (flat sliding surface and convex surface), woven fabric polytetrafluoroethylene, and sheet polytetrafluoroethylene. The following different test methods shall be performed: proof load and rotation tests for fixed and expansion bearings, coefficient of friction test for expansion bearings only, PTFE (woven or sheet) bond test for expansion bearings only, and physical property test of both PTFEs for fixed and expansion bearings.
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4.1 Materials shipped in elongated packages are liable to damage as a result of impact near their midpoint when only the ends are supported. This type of damage can occur during the shipment of packaging of mixed dimensions. It is particularly prevalent during conveyer line transport and sortation. This test method provides a means of determining resistance to such damage.
Scope
1.1 This test method is intended to determine the capability of a long package with a narrow cross-section to resist impact near its center when the package is supported only at its ends. This test method allows the user to select from two test options: Option A employs the use of a free-fall drop tester (see Exhibit B), and Option B employs the use of simulated mechanical impact testing equipment (S.M.I.T.E.; see Exhibit A). The two optional procedures are designed to impart the same amount of kinetic energy at impact; therefore, each procedure yields equal damage-producing potential.
1.2 The values stated in inch-pound units are to be regarded as standard. The values given in parentheses are mathematical conversions to SI units that are provided for information only and are not considered standard.
1.3 This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibility of the user of this standard to establish appropriate safety, health, and environmental practices and determine the applicability of regulatory limitations prior to use.
1.4 This international standard was developed in accordance with internationally recognized principles on standardization established in the Decision on Principles for the Development of International Standards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee.
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This specification covers bearings, which consist of all elastomer or of alternate laminates of elastomer and steel, when the function of the bearings is to transfer loads or accommodate relative movement between a bridge superstructure and its supporting structure, or both. The bearings are furnished in four types as follows: plain elastomeric bearing pad; plain elastomeric sandwich bearing; steel-laminated elastomeric bearing; and steel-laminated elastomeric bearing with external load plate. The elastomer for the manufacture of the bearing is furnished in two types: Type CR and Type NR. The elastomer for the manufacture of the bearing is furnished in four grades of low-temperature properties: Grade 0; Grade 2; Grade 3; and Grade 5. The elastomeric compound used in the construction of a bearing shall contain only either natural rubber or chloroprene rubber as the raw polymer. Internal steel laminates shall be of rolled mild steel. Plain bearing pads shall be molded individually, or cut from previously molded strips or slabs, or extruded and cut to length. A steel-laminated bearing or a plain sandwich bearing shall be molded as a single unit under pressure and heat. All bonding of elastomer to steel laminates and to external load plates shall be carried out during molding. Bearing compression tests, compression stiffness, visual inspection, quality control properties, shear modulus, ozone resistance, and low-temperature grade tests shall be performed to conform to the specified requirements.
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This specification describes the properties of applied, flat shaped precured elastomeric silicone joint sealants that bridge joint openings and are adhered to joint substrates utilizing a liquid applied silicone adhesive sealant to seal building openings such as panel joints, metal flashing joints, or other building openings in place of conventional liquid applied sealants. Seals are applied in three different configurations, as follows: as a bridge joint, the seal is applied flat on the surface to cover a joint opening; as a beveled bridge joint, the seal is applied on the beveled edge of a substrate to bridge a joint opening.; as a U-joint, the seal is applied in a U-configuration within a joint. Seals are classified into Movement Classes on the basis of movement capability, and Tear Class on the basis of tear propagation. Seals should adhere to specified requirements as to stability, color and texture, application, adhesion and cohesion, and movement, modulus, and tear characteristics.
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Fiber-reinforced polymer (FRP) reinforcements for concrete structures and civil engineering applications have become one of the innovative and fast-growing technologies to stop the rapid degradation of conventional steel-reinforced concrete infrastructure. FRP reinforcements for construction can be divided into three main types: 1. External sheets or plates to rehabilitate and repair existing concrete and masonry structures, and in some cases steel and wood structures; 2. Internal FRP bars or tendons for new and existing reinforced concrete structures, and 3. FRP stay-in-place forms to be filled with unreinforced or reinforced concrete. A considerable and valuable development and application’s work has been accomplished during the last three decades, leading to the development of numerous design guidelines and codes around the world, making the FRP-reinforcement technology one of the fast-growing markets in the construction industry. During the ACI Concrete Convention, Fall 2021, four full sessions were sponsored and organized by ACI Committee 440. Session S1 was focused on the bond and durability of internal FRP bars; Session S2 on codes, design examples, and applications of FRP internal reinforcements; Session S3 on external FRP reinforcements; and Session S4 on new systems and applications of FRP reinforcements, such as CFFT post-tensioned beams, GFRP-reinforced concrete sandwich panels, FRP-reinforced masonry walls, CFFT under impact lateral loading, near-surface mounted FRP-bars, and GFRP-reinforced-UHPC bridge deck joints.
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Through this protocol, the long-term strength and stiffness of geosynthetic reinforcements can be determined. This protocol contains test and evaluation procedures to determine reduction factors for installation damage, creep, and chemical/biological durability, as well as the method to combine these factors to determine the long-term strength. The long-term strength and stiffness values determined from this protocol can be used as input values for geosynthetic structure designs conducted in accordance with the AASHTO LRFD Bridge Design Specifications and related Federal Highway Administration (FHWA) design guidelines. The long-term strength and stiffness values determined from this protocol can also be compared to the required design strength and stiffness values provided in the contract for the geosynthetic structure(s) in question to determine whether the selected product meets the contract requirements. This protocol can be used for product qualification or acceptance (e.g., for inclusion in a Qualified Products List), or for verification to facilitate periodic review of products for which the long-term strength has been previously determined using this standard practice.
This protocol has been developed to address polypropylene (PP), polyethylene (PE or HDPE), and polyester (PET) geosynthetics. See Section 3.1 for definitions of geosynthetic reinforcement and types of geosynthetics addressed in this standard practice. For other geosynthetic polymers [(e.g., polyamide (PA) or polyvinyl alcohol (PVA)], the installation damage and creep protocols provided herein are directly applicable. While the chemical and biological durability procedures and criteria provided herein may also be applicable to other polymers (for example, hydrolysis testing as described in Annex C is likely applicable to PA and PVA geosynthetics), additional investigation will be required to establish a detailed protocol and acceptance criteria for these other polymers. These other polymers may be considered for evaluation using this protocol once modifications to the chemical/biological durability aspects of this protocol have been developed and are agreed on by the approval authority.
This standard was formerly designated as provisional standard PP 66.
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