ASTM C1089-2013 Standard Specification for Spun Cast Prestressed Concrete Poles《离心铸造的预应力混凝土竿材标准规格》.pdf

1、Designation: C1089 06C1089 13Standard Specification forSpun Cast Prestressed Concrete Poles1This standard is issued under the fixed designation C1089; the number immediately following the designation indicates the year oforiginal adoption or, in the case of revision, the year of last revision. A num

2、ber in parentheses indicates the year of last reapproval. Asuperscript epsilon () indicates an editorial change since the last revision or reapproval.This standard has been approved for use by agencies of the Department of Defense.1. Scope1.1 This specification covers spun cast prestressed concrete

3、poles for use as structural supports for streetlights; traffic signals;and electric transmission, distribution, and communication lines.lines; streetlights; and traffic signals.1.2 The values stated in inch-pound units are to be regarded as the standard. The values given in parentheses are for infor

4、mationonly.mathematical conversions to SI units that are provided for information only and are not considered standard.2. Referenced Documents2.1 ASTM Standards:2A82/A82M Specification for Steel Wire, Plain, for Concrete ReinforcementA416/A416M Specification for Steel Strand, Uncoated Seven-Wire for

5、 Prestressed ConcreteA421/A421M Specification for Uncoated Stress-Relieved Steel Wire for Prestressed ConcreteA496/A496M Specification for Steel Wire, Deformed, for Concrete ReinforcementA615/A615M Specification for Deformed and Plain Carbon-Steel Bars for Concrete ReinforcementA617/A617M Specificat

6、ion for Axle-Steel Deformed and Plain Bars for Concrete Reinforcement (Withdrawn 1999)3A641/A641M Specification for ZincCoated (Galvanized) Carbon Steel WireA706/A706M Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete ReinforcementA722/A722M Specification for Uncoated High-Stren

7、gth Steel Bars for Prestressing ConcreteC31/C31M Practice for Making and Curing Concrete Test Specimens in the FieldC33 Specification for Concrete AggregatesC39/C39M Test Method for Compressive Strength of Cylindrical Concrete SpecimensC42/C42M Test Method for Obtaining and Testing Drilled Cores and

8、 Sawed Beams of ConcreteC150 Specification for Portland CementC172 Practice for Sampling Freshly Mixed ConcreteC260 Specification for Air-Entraining Admixtures for ConcreteC330 Specification for Lightweight Aggregates for Structural ConcreteC494/C494M Specification for Chemical Admixtures for Concre

9、teC595 Specification for Blended Hydraulic CementsC618 Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete2.2 AASHTO Standard:Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals (LTS-2)(LTS-5)42.3 ANSIIEEE Standard:National Ele

10、ctrical Safety Code51 This specification is under the jurisdiction of ASTM Committee C27 on Precast Concrete Products and is the direct responsibility of Subcommittee C27.20 onArchitectural and Structural Products.Current edition approved June 1, 2006Jan. 1, 2013. Published June 2006February 2013. O

11、riginally approved in 1988. Discontinued in March 2006 and reinstatedLastprevious edition approved in 2006 as C1089 06. DOI: 10.1520/C1089-06.10.1520/C1089-13.2 For referencedASTM standards, visit theASTM website, www.astm.org, or contactASTM Customer Service at serviceastm.org. For Annual Book of A

12、STM Standardsvolume information, refer to the standards Document Summary page on the ASTM website.3 The last approved version of this historical standard is referenced on www.astm.org.4 Available from American Association of State Highway and Transportation Officials, 444 N. Capitol Street, NW, Wash

13、ington, DC 20001.5 Available from American National Standards Institute, 25 W. 43rd St., 4th Floor, New York, NY 10036.Institute of Electrical and Electronics Engineers, Inc. (IEEE),445 Hoes Ln., Piscataway, NJ 08854, http:/www.ieee.org.This document is not an ASTM standard and is intended only to p

14、rovide the user of an ASTM standard an indication of what changes have been made to the previous version. Becauseit may not be technically possible to adequately depict all changes accurately, ASTM recommends that users consult prior editions as appropriate. In all cases only the current versionof t

15、he standard as published by ASTM is to be considered the official document.Copyright ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States12.4 PCI Guides:Guide for Design of Prestressed Concrete Poles6Guide Specification for Prestressed Concrete Pole

16、s63. Terminology3.1 Definitions:3.1.1 cracking loada load which creates a bending moment of enough magnitude to produce a tensile stress greater than thesum of induced compression plus the tensile strength of the concrete resulting in tensile cracks on the tension face of the pole.3.1.2 spun polea p

17、ole in which the concrete is distributed and compacted through centrifugal force.3.1.3 ultimate loadmaximum load the pole will carry in the specified direction, before the concrete or steel will reach itslimiting state.4. Basis of Acceptance4.1 The acceptability of the poles Acceptability of spun pr

18、estressed concrete poles produced in accordance with thisspecification shall be determined by the results of full-scale bending and torsional tests. Poles shall be accepted on the basis ofproducer certification and historical test data of full-scale bending and torsional tests on equal or larger pol

19、es. The purchaser shallspecify the number and frequency of full-scale tests. Poles failing to meet the strength requirements specified by the purchaser orthe tolerances specified herein shall be pressive strength tests of concrete cylinders and mill certificates for thereinforcing steel. A written s

20、tatement, signed by the manufacturer, shall verify that the cement, aggregates, admixtures, and steelconform to the applicable specifications for the material. Concrete strength shall be determined by the compressive strength testsof cylinders. The manufacturers statement shall also certify adherenc

21、e to tolerance on dimensions and mass. Acceptability of thepoles produced in accordance with this specification may also be determined by the results of full-scale bending tests.5. Materials5.1 CementPortland cement shall conform to the requirements of Specification C150 or shall be portland blast-f

22、urnace slagcement or portland-pozzolan cement conforming to the requirements of Specification C595.5.2 AggregateAggregates shall conform to Specification C33 except that the requirements for grading shall not apply. If aproducer can demonstrate that aggregates conforming to Specification C330 could

23、be used to manufacture an acceptable product,those aggregates may be used.5.3 WaterWater used for mixing concrete shall be free of oils, organic matter, and other substances in amounts that may bedeleterious to concrete, and it shall not contain concentration of chloride ions in excess of 500 ppm or

24、 sulfate ions in excess of1000 ppm.5.4 AdmixtureChemical admixtures shall conform to Specification C494/C494M. Air-entraining admixtures shall conform toSpecification C260. Fly ash or other pozzolanic admixtures shall conform to the requirements of Specification C618. Admixturesshall not cause the c

25、hloride ion content of the concrete to exceed 0.06 % by mass of cement.5.5 SteelPrestressing steel shall conform to Specifications A416/A416M, A421/A421M, or A722/A722M. Non-tensionedlongitudinal reinforcement shall conform to Specifications A615/A615M, A617/A617M, A706/A706M, or A496/A496M.Circumfe

26、rential wire reinforcement shall conform to Specification A82/A82M, A496/A496M, or A641/A641M. Base plates,anchor bolts and top mount couplings shall conform to the ASTM specifications designated on contract drawings.5.6 All inserts shall be corrosion resistant and used according to the manufacturer

27、s specifications. No aluminum inserts shallbe allowed.6. Requirements6.1 General Requirements:6.1.1 Concrete CoverThe minimum concrete cover over all reinforcing steel shall be 34 in. (19 mm) unless specified otherwiseby purchaser. For street lighting poles, cover can be reduced to 12 in. (13 mm).6.

28、1.2 Circumferential WireCircumferential wire center-to-center spacing shall be a maximum of 4 in. (102 mm), except at theends (measured from either the top or bottom to a distance of 1 ft (305 mm) where the maximum spacing will be 11.25 in. (25(32mm).6.1.3 GroundingThe purchaser shall specify any gr

29、ounding requirements needed.6.1.4 Exterior Surface TreatmentExterior concrete surface finish shall be as specified by the purchaser.6.1.5 PrestressingInitial prestress shall not be applied until the concrete strength has reached the greater of 3500 psi (24 MPa)or 1.67 times the maximum expected stre

30、ss in the concrete due to the prestressing forces immediately after transfer and beforelosses occur.6 Available from Prestressed Concrete Institute, 209 West Jackson Blvd., Chicago, IL 60606.C1089 1326.1.6 The minimum 28-day compressive strength for concrete used in poles shall be 70008000 psi (48(5

31、5 MPa) as determinedusing Test Methods C39/C39M or C42/C42M. For street lighting poles, the compressive strength may be reduced to a minimumof 5000 psi (35 MPa). The cylinders for compression tests shall be made in accordance with Practices C31/C31M and C172.6.2 Load Requirements:6.2.1 Poles shall b

32、e designed to withstand ultimate load. Ultimate capacity of the pole shall be determined in accordance withthe PCI Guide for designDesign (2.4). Where local codes so require, seismic loads shall be considered in the design of poles. Polesshall be proportioned so that stressesloads produced by the ma

33、nufacturing process, transportation, and installation, as well as deadand live loads, will not be detrimental to the strength, serviceability requirements, and aesthetics of the structure. Under corrosiveenvironments or strain pole applications or both, poles sustained load applications, such as str

34、ain poles and electric transmissionline dead end structures, poles shall be designed so that the cracking capacity exceeds the unfactored loads based on a 10-yearminimum return period.service loads as specified by the purchaser.6.2.2 Unless local codes or agency standards require otherwise, the foll

35、owing loading criteria shall apply:6.2.2.1 AASHTO loading criteria shall apply for street lights and traffic signals.6.2.2.2 ANSIIEEE National ElectricElectrical Safety Code loading criteria (2.3) shall apply for electric transmission,distribution, and communication lines. The purchaser will specify

36、 the load trees required for design. If deflection is critical, thepurchaser shall specify maximum allowable deflection.7. Load Test Procedures7.1 The poles shall be tested in either a horizontal or vertical position.7.2 The number, location, direction, holding time, sequence, and increments of the

37、test loads, and the number, location, anddirection of deflection reading shall be approved by the purchaser.7.2 The method of attaching the test loads to produce bending and torsional stresses, bending, applying the test loads, andmeasuring and recording the test loads and deflections shall be appro

38、ved by the purchaser before testing begins.7.3 The producer shall furnish the purchaser copies of the test report. This report shall include all recorded test data as well asdrawings describing the test.8. Tolerances8.1 The following tolerances are based on experience with the spun pole manufacturin

39、g process:8.1.1 Lengthshall vary by no more than 2 in. (50 mm) or 1 in. (25 mm) plus 14 in. (6 mm) per 10 ft (3 m), whichever is greater.8.1.2 Cross Section:8.1.2.1 Outside Diametershall vary by no more than 14 in. (6 mm).8.1.2.2 Wall Thicknessshall be vary by no lessmore than 88 % minus 12 % of the

40、 design thickness or no more than minus 14in. (6 mm) less than the design thickness, mm), whichever is greater.8.1.3 Deviation from Longitudinal Axis (Sweep)shall vary no more than 14 in. (6 mm) per 10 ft (3 m) of length, applicablefor the entire length or any segment thereof.8.1.4 End Squarenesssha

41、ll vary no more than 12 in. (13 mm) per 1 ft (305 mm) of diameter.8.1.5 Massshall vary by no more than 10 % minus 10 % and plus 20 % of the design mass.8.1.6 Reinforcement Placement:8.1.6.1 Longitudinal Reinforcementshall vary no more than 14 in. (6 mm) for individual elements and no more than 18 in

42、. (3mm) for the centroid of a group.8.1.6.2 Spiral Reinforcementshall be within 6112 in. (38 mm) of its specified location, except at the ends (measured fromeither top or bottom to a distance of 1 ft (305 mm) where the spacing location shall be within 614 in. (6 mm). The number ofspirals of cold-dra

43、wn circumferential wire along any 5 ft (1.5 m) of length shall not be less than required by design.8.1.7 Bolt Holes:8.1.7.1 Bolt Hole Diametershall vary no more than 116 in. (1.5 mm).8.1.7.2 Bolt Hole/Insert Spacingshall vary no more than 18 in. (3 mm) for holes within a group and no more than 1 in.

44、 (25mm) for the centerline of the group.8.1.8 Aperture and Blockout Placementshall vary no more than 2 in. (50 mm) from the designated location.9. Detail Drawings9.1 The producer shall furnish the purchaser sets of fabrication and detail drawings that shall include the following information:9.1.1 Di

45、mension and length,9.1.2 Description and location of the steel reinforcement,9.1.3 Twenty-eight-day strength of the concrete and detensioning strength,concrete,9.1.4 All the necessary stressing information,9.1.5 Size, description, quantity, and location of all hardware that is a part of the pole.9.1

46、.6 Cracking and ultimate Ultimate moment at the ground line or the most critical section along the pole length,C1089 1339.1.7 Marking of the poles as specified, and9.1.8 Any other special information required by the purchaser.10. Inspection10.1 The quality of materials, the process of manufacture, a

47、nd the finished poles shall be subject to inspection and approval bythe purchaser. The producer shall afford the purchaser reasonable access for making the necessary checks of the productionfacilities and any required tests. All tests and inspection are to be conducted so as not to interfere unneces

48、sarily with themanufacture and delivery of the pole.ASTM International takes no position respecting the validity of any patent rights asserted in connection with any item mentionedin this standard. Users of this standard are expressly advised that determination of the validity of any such patent rig

49、hts, and the riskof infringement of such rights, are entirely their own responsibility.This standard is subject to revision at any time by the responsible technical committee and must be reviewed every five years andif not revised, either reapproved or withdrawn.Your comments are invited either for revision of this standard or for additional standardsand should be addressed to ASTM International Headquarters. Your comments will receive careful consideration at a meeting of theresponsible technical committee, which you may at