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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This specification covers the material requirements for cotton duck fabric bridge bearings. Cotton duck fabric bearings furnished under this specification shall adequately provide for thermal expansion and contraction; rotation; camber changes; and creep and shrinkage, where applicable, of structural members. Cotton duck fabric bearings may be either fixed bearings or sliding bearings. Cotton duck fabric bearings as herein defined shall include fabric bearings, preformed fabric bearings, cotton duck pads, and cotton duck bearings.
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This specification covers carbon and high-strength low-alloy steel structural shapes, plates, and bars and quenched and tempered alloy steel, and stainless steel for structural plates intended for use in bridges. Eight grades are available in four yield strength levels.
Grades 250 [36], 345 [50], 345S [50S], 345W [50W], and 345CR [50CR] are also included in ASTM A36/A36M, A572/A572M, A992/A992M, A588/A588M, A514/A514M, and A1010/A1010. When the supplementary requirements of this specification are specified, they exceed the requirements of A36/A36M, A572/A572M, A992/A992M, A588/A588M, A514/A514M, and A1010/A1010M.
Grade HPS 485W [HPS 70W] or HPS 690W [HPS 100W] shall not be substituted for Grade 250 [36], 345 [50], 345S [50S], 345W [50W], 345CR [50CR], or HPS 345W [HPS 50W]. Grade 345W [50W], 345CR [50CR], or HPS 345W [HPS 50W] shall not be substituted for Grade 250 [36], 345 [50], or 345S [50S] without agreement between the purchaser and supplier.
When the steel is to be welded, it is presupposed that a welding procedure suitable for the grade of steel and intended use or service will be utilized. See Appendix X3 of ASTM A6/A6M for information on weldability.
For structural products to be used as tension components requiring notch toughness testing, standardized requirements are provided in this standard. These requirements are based on AASHTO requirements for both fracture-critical and non-fracture-critical members.
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AASHTO M259-2023, Standard Specification for Precast Reinforced Concrete Monolithic Box Sections for Culverts, Storm Drains, and Sewers Designed According to the AASHTO LRFD Bridge Design Specifications
This specification covers single-cell precast reinforced concrete box sections cast monolithically and intended to be used for the construction of culverts and for the conveyance of storm water, industrial wastes, and sewage.
This specification is primarily a manufacturing and purchasing specification. However, standard designs are included and the criteria used to develop these designs are given in the Appendices. The successful performance of this product depends upon the proper selection of the box section, bedding, and backfill, and care that the installation conforms to the construction specifications. The owner of the precast reinforced concrete box sections specified herein is cautioned that the loading conditions and the field requirements must properly correlate with the box section specified and that inspection at the construction site must be provided.
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