1、07-11 03 23 00 - 1 SECTION 03 23 00 STRESSING TENDONS SPEC WRITER NOTE: Delete between / - / if not applicable to project. Also delete any other item or paragraph not applicable in the section and renumber the paragraphs. PART 1 - GENERAL 1.1 DESCRIPTION: This section specifies furnishing, installin
2、g, grouting, and stressing tendons in post-tensioned building framing members as shown on the Drawings and described herein. 1.2 RELATED WORK: A. Materials Testing and inspection during construction: Section 01 45 29, TESTING LABORATORY SERVICES. B. Concrete: Section 03 30 00, CAST-IN-PLACE CONCRETE
3、. 1.3 QUALITY ASSURANCE: A. Codes and Standards: Comply with requirements of Post-Tensioning Manual, except where more stringent requirements are specified. Maintain two copies at job site. B. Bearing Stresses: Comply with requirements of Post-Tensioning Manual, Chapter 3, Paragraph 3.1.7, and ACI 3
4、18, Chapter 18. C. Source Quality Control: 1. Tests for Unbonded Single Strand Tendons or Bonded Tendons must comply with requirements of the Post-Tensioning Manual, Chapter 3, Paragraph 3.1.8. 2. Certified data from prior tests may be submitted. 1.4 SUBMITTALS: A. Submit in accordance with Section
5、01 33 23, SHOP DRAWINGS, PRODUCT DATA, AND SAMPLES. B. Shop Drawings: 1. Submit fabrication and placement details for review by the Resident Engineer. Show complete details of tendon layout, tendon sizes, type of post-tensioning enclosure, end anchorage and coupler details, and stressing equipment.
6、Submit the type and chemical analysis of grease, and type, material and thickness of post-tensioning repair tape. Give details of jacking operation, including all calculations. 2. Locate and dimension penetrations in post-tensioned slabs. 3. Detail horizontal and vertical curvature of tendons at blo
7、ckouts and anchorage. Provided by IHSNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-07-11 03 23 00 - 2 4. Describe tensioning sequence, type of jack and pressure-monitoring devices, anchorage set, tendon elongation and tendon cutoff procedures, grouping, spacing,
8、placing sequence, conduit size, supports and locations, and tendon supports. C. Calculations: Submit sealed detailed calculations prepared by a qualified professional engineer registered in the state where the project is located to substantiate stressing procedures. All losses shall be accounted for
9、 in the calculations. Submit the following: 1. Calculations, prepared under the supervision of a qualified registered professional engineer, of losses due to anchorage seating, elastic shortening, creep, shrinkage, relaxation, friction and wobble, used to determine tendon sizes and number. 2. Calcul
10、ations of test results of adequacy of anchorage. 3. Statistical and field proof of stressing and fixed end seating losses. 4. Calculations for final required jacking elongation corresponding to final jacking force of tendons. D. Mill Test Reports: 1. Furnish certified Mill Test Reports for each coil
11、 or pack of strand, containing as a minimum the following test information: a. Heat number and identification. b. Standard chemical analysis for heat of steel. c. Ultimate tensile strength. d. Yield strength at 1 percent extension under load. e. Elongation at failure. f. Modulus of elasticity. g. Di
12、ameter and net area of strand. h. Type of material (stress-relieved or low relaxation). 2. Base relaxation losses for low relaxation type material on relaxation tests of representative samples for a period of 1000 hours, when tested at 21 degrees C (70 degrees F) and stressed initially to not less t
13、han 70 percent of minimum guaranteed breaking strength of strand. 3. Tests in accordance with ASTM A416, and ASTM E328. E. Calibration Tests: Stressing rams and gauges shall individually be identified and calibrated against known standards at intervals not exceeding six months. Submit calibration ce
14、rtificates for each jack used to Resident Engineer. F. Records: Keep post-tensioning records and submit to the Resident Engineer and Architect/Engineer of Record. Record on each report items listed in PART 3EXECUTION. Provided by IHSNot for ResaleNo reproduction or networking permitted without licen
15、se from IHS-,-,-07-11 03 23 00 - 3 1.5 APPLICABLE PUBLICATIONS: A. Publications listed below form a part of this specification to extent referenced. Publications are referenced in text by basic designation only. B. American Concrete Institute (ACI): 318/318R-08 Building Code Requirements for Structu
16、ral Concrete and Commentary. C. American Society for Testing and Materials (ASTM): A416/A416M-10 Standard Specification for Steel Strand, Uncoated Seven-Wire for Prestressed Concrete B117-09 Standard Practice for Operating Salt Spray (Fog) Apparatus D92-05(R2010) Standard Test Method for Flash and F
17、ire Points by Cleveland Open Cup D95-05(R2010) Standard Test Method for Water in Petroleum Products and Bituminous Materials by Distillation D512-10 Standard Test Methods for Chloride Ion In Water D566-02(R2009) . Standard Test Method for Dropping Point of Lubricating Grease D2265-06 . Standard Test
18、 Method for Dropping Point of Lubricating Grease Over Wide Temperature Range D3867-09 . Standard Test Methods for Nitrite-Nitrate in Water E328-09 Standard Test Methods for Stress-Relaxation Tests for Materials and Structures D. Post-Tensioning Institute, 1717 W. Northern Avenue, Suite 114, Phoenix,
19、 AZ 85021; 602/870-7540: Post-Tensioning Manual, Fifth Edition PART 2 - PRODUCTS 2.1 MATERIALS: A. Post-Tensioning Steel: 1. Conform to ASTM A416, Grade (270K) Low Relaxation strand, with anchorages developing at least 95 percent of the minimum specified ultimate strength of the prestressing steel.
20、2. Provide low relaxation strand with a mill applied continuous permanent physical marking to permit field identification. 3. Package material at the source in a manner that prevents physical damage to strand during transportation and protects material from deleterious corrosion during transit and s
21、torage. Provided by IHSNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-07-11 03 23 00 - 4 B. Post-tensioning materials comply with Post-Tensioning Manual Guide Specifications. C. Anchorages and Couplings: 1. Design tendon anchorages and coupling to develop static a
22、nd dynamic strength requirements of Section 3.1.6(a) and Section 3.1.8 (1) and (2) of Post-Tensioning Manual Guide Specifications for Post-Tensioning Materials. Castings shall be nonporous and free of sand, blowholes, voids, and other defects. 2. Average compressive concrete bearing stress of anchor
23、ages shall not exceed limits set forth in Section 3.1.7 of Post-Tensioning Manual Guide Specifications for Post-Tensioning Materials. 3. For wedge type anchorages, design wedge grippers to preclude premature failure of prestressing steel due to notch or pinching effects under static and/or dynamic t
24、est load conditions stipulated under Paragraph 1 for both stress relieved and low relaxation prestressing steel materials. 4. Use couplings only at locations specifically indicated on contract documents or as approved. 5. Coat couplings with the same corrosion preventive coating used on strand and e
25、nclose in sleeves. 6. Anchorages shall include design features permitting a watertight connection of sheathing to anchorage, and watertight closing of wedge cavity, for stressing and nonstressing (fixed) anchorages. Design intermediate stressing anchorages to permit complete watertight encapsulation
26、 of prestressing tendons. 7. Anchorages for unbonded slab tendons shall receive an epoxy corrosion protective coating. Correct field damage to coating by field touch-up of coating surface. D. Corrosion Preventive Coating of Unbonded Tendons: 1. Corrosion preventive coating material shall have follow
27、ing properties: a. Provide corrosion protection to prestressing steel. b. Provide lubrication between strand and sheathing. c. Resist flow from sheathing within anticipated temperature range of exposure. d. Provide a continuous nonbrittle film at lowest anticipated temperature of exposure. e. Be che
28、mically stable and nonreactive with the prestressing steel, sheathing material, and concrete. 2. Film shall be an organic coating with appropriate polar, moisture displacing, and corrosion preventive additives. Provided by IHSNot for ResaleNo reproduction or networking permitted without license from
29、 IHS-,-,-07-11 03 23 00 - 5 3. Minimum weight of coating material on prestressing strand shall be not less than 1.1 kg (2.5 pounds) of coating material per 30 m (100 feet) of 13 mm (0.5 inch) diameter strand, and 1.3 kg (3.0 pounds) of coating material per 30 m (100 ft.) of 15 mm (0.6 inch) diameter
30、 strand. Amount of coating material used shall be sufficient to ensure essentially complete filling of annular space between strand and sheathing. Extend coating over entire tendon length. 4. Provide test results in accordance with Table I for corrosion preventative coating material. Provided by IHS
31、Not for ResaleNo reproduction or networking permitted without license from IHS-,-,-07-11 03 23 00 - 6 TABLE I PERFORMANCE SPECIFICATIONS FOR CORROSION PREVENTATIVE COATING Test Test Method Acceptance Criteria Dropping Point, degrees F ASTM D566 or ASTM D2265 Minimum 300 Oil separation at 160 degrees
32、 F; percent by weight FIMS 791B Method 321.2 Maximum 0.5 Water, percent maximum ASTM D95 0.1 Flash point, degrees F, (degrees Celsius) (Refers to oil component) ASTM D92 Minimum 300 Corrosion test, 5 percent salt fog at 100 degrees F (37.8 degrees Celsius) 5 mils, minimum hours (Q Panel Type S) ASTM
33、 B117 Rust Grade 7 or better after 1000 hours of exposure, test according to ASTM D610 (Note 1) Water soluble ions (Note 2) Chlorides, ppm maximum Nitrates, ppm maximum Sulfides, ppm maximum ASTM D512 ASTM D3867 APHA 4270 (15th Edition) 10 10 10 Soak Test 5 percent salt fog at 100 degrees F (38.8 de
34、grees Celsius) 5 mils coating, Q panels, Type S. Immerse panes 50 percent in a 5 percent salt solution and expose to salt fog. ASTM B117 (Modified) No emulsification of the coating after 7200 hours of exposure Notes to Table I: Note 1: Extension of exposure time to 1000 hours for greases used in cor
35、rosive environments requires use of more or better corrosion inhibiting additives. Note 2: Procedure: The inside (bottom and sides) of a 1L Pyrex beaker (approximate outside diameter 105 mm, height 145 mm) is thoroughly coated with 100 + 10 grams of corrosion preventive coating material. The coated
36、beaker is filled with approximately 900 cc of Provided by IHSNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-07-11 03 23 00 - 7 distilled water and heated in an oven at a controlled temperature of + 38 degrees C (+ 100 degrees F) for 4 hours. The water extraction i
37、s tested by the noted test procedures as ppm in the extract water. E. Sheathing for Unbonded Single Strand Tendons: 1. Tendon sheathing for unbonded single strand tendons shall be made of a. material with following properties: a. Sufficient strength to withstand irreparable damage during fabrication
38、, transport, installation, concrete placement and tensioning. b. Watertightness over entire sheathing length. c. Chemical stability, without embrittlement or softening over anticipated exposure temperature range and service life of structure. d. Nonreactive with concrete, steel and tendon corrosion
39、preventive coating. SPEC WRITER NOTE: Use 0.6 mm (0.025 inch) for noncorrosive environments and 1 mm (0.040 inch) for corrosive environments. 2. Minimum thickness of sheathing is / 0.6 mm (0.025 inch) / / 1 mm (0.040 inch) / for medium or high density polyethylene or polypropylene. 3. Minimum inside
40、 diameter of sheathing at least 0.3 mm (0.010 inch) greater than maximum diameter of strand. 4. Connect sheathing to stressing end, intermediate and fixed end anchorages in a watertight fashion, thus providing a complete encapsulation of prestressing steel. PART 3 - EXECUTION 3.1 INSTALLATION: A. Ac
41、curately position, support, and secure bonded reinforcement and tendons against displacement by formwork, construction, or concrete placement operations. Locate and support bonded reinforcement and tendons by metal chairs, runners, bolsters, spacers and hangers, as required. B. Firmly support prestr
42、essing tendons at intervals not exceeding 1200 mm (4 feet) to prevent displacement during concrete placement. Placing tolerances shall be in accordance with the applicable Construction Specifications. C. Do not expose tendons to excessive temperatures, welding sparks or electric ground currents. Pro
43、vided by IHSNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-07-11 03 23 00 - 8 D. Install stressing anchorages perpendicular to tendon axis. Curvature in tendon profile shall preferably not be closer than 900 mm (3 feet) from stressing anchorage. E. Attach stressin
44、g anchorage to bulkhead forms by either bolts, nails, or threaded pocket former fitting. Connections shall be sufficiently rigid to avoid accidental loosening due to construction traffic or during concrete placement. Minimum concrete cover for anchorage shall not be less than minimum cover to reinfo
45、rcement at other locations in structure. F. Pocket formers used to provide a void form at stressing and intermediate stressing anchorages shall positively preclude intrusion of concrete or cement paste into the wedge cavity during concrete placement. Depth of the pocket former from edge of concrete
46、to face of anchorage shall not be less than 50 mm (2 inches). G. Intermediate Anchorages: 1. Intermediate anchorages may be installed either embedded in concrete or bearing against hardened concrete at construction joint. In the latter case, anchorage shall have a flat-bearing side and concrete bear
47、ing area shall be smooth and without ridges. 2. When placing intermediate anchorages against already hardened concrete, special attention must be paid to the bulkhead form being perpendicular to the tendon during tendon placement. 3. Minimum cover requirements of Section 3.1.E apply to intermediate
48、anchorages. H. Fixed Anchorages: 1. Install fixed end anchorages on tendon at suppliers plant prior to shipment to job site. 2. For wedge type anchorages, seat fixed end wedges, with a load of not more than 80 percent of minimum ultimate tensile strength of tendon. Seating load shall be sufficient t
49、o ensure adequate capacity of non-stressing anchorages. 3. Place fixed end anchorages in the formwork at locations shown on placing drawings, and securely fastened to reinforcing steel. Minimum cover requirements of Section 3.1.E apply to fixed end anchorages. 4. Fixed end anchorages shall be closed or capped at wedge cavity side with a watertight cover. Cover shall preferably be sho
