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1、 NFPA 22 Standard for Water Tanks for Private Fire Protection 2003 Edition NFPA, 1 Batterymarch Park, PO Box 9101, Quincy, MA 02269-9101 An International Codes and Standards Organization NFPA License Agreement This document is copyrighted by the National Fire Protection Association (NFPA), 1 Battery
2、march Park, Quincy, MA 02269-9101 USA. All rights reserved. NFPA grants you a license as follows: The right to download an electronic file of this NFPA document for temporary storage on one computer for purposes of viewing and/or printing one copy of the NFPA document for individual use. Neither the
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14、vice, visit the NFPA website at www.nfpa.org, or contact the NFPA at the address listed below. Interpretations of NFPA Documents A statement, written or oral, that is not processed in accordance with Section 6 of the Regulations Governing Com- mittee Projects shall not be considered the official pos
15、ition of NFPA or any of its Committees and shall not be consid- ered to be, nor be relied upon as, a Formal Interpretation. Patents The NFPA does not take any position with respect to the validity of any patent rights asserted in connection with any items which are mentioned in or are the subject of
16、 NFPA codes, standards, recommended practices, and guides, and the NFPA disclaims liability for the infringement of any patent resulting from the use of or reliance on these documents. Users of these documents are expressly advised that determination of the validity of any such patent rights, and th
17、e risk of infringement of such rights, is entirely their own responsibility. NFPA adheres to applicable policies of the American National Standards Institute with respect to patents. For further information, contact the NFPA at the address listed below. Laws the unit weight of concrete shall be cons
18、idered to be 2307 kg/m3(144 lb/ft3). 4.12.2 Live Load. 4.12.2.1 Under normal conditions, the live load shall be the weight of all the liquid when it overflows the top of the tank. 4.12.2.2The unit weight of water shall be considered to be 1000 kg/m3(62.4 lb/ft3). 228WATER TANKS FOR PRIVATE FIRE PROT
19、ECTION 2003 Edition 4.12.2.3 Proper provisions shall be made for temporary stresses during erection. 4.12.2.4 Where roofs have slopes of less than 30 degrees, they shall be designed to support a uniform weight of 122 kg/m2 (25 lb/ft2) on the horizontal projection. 4.12.3 Wind Load. 4.12.3.1 Under no
20、rmal conditions, the wind load or pressure shall be assumed to be 147 kg/m2(30 lb/ft2) on vertical plane surfaces, 88 kg/m2(18 lb/ft2) on projected areas of cylindri- cal surfaces, and 73 kg/m2(15 lb/ft2) on projected areas of conical and double-curved plate surfaces. 4.12.3.2 Where designing for wi
21、nd velocities over 161 km/hr (100 mph), all of these specified unit pressures shall be ad- justed in proportion to the square of the velocity, assuming that the pressures are for 161 km/hr (100 mph). 4.12.4 Earthquake Load. 4.12.4.1 Earthquake design criteria shall be considered. 4.12.4.2Specific de
22、sign criteria are contained in the appro- priate chapter for the particular tank, or in local codes, which- ever is more stringent. 4.12.4.3 Flat-bottom tanks shall be designed by a method that accounts for the sloshing of the contents (effective mass method). 4.12.5 Balcony, Platform, and Ladder Lo
23、ads. 4.12.5.1 A vertical load of 454 kg (1000 lb) shall be assumed to be applied to any 0.93 m2(10 ft2) of area on the balcony floor and on each platform, 227 kg (500 lb) applied to any 0.93-m2(10-ft2) area on the tank roof, and 159 kg (350 lb) on each vertical section of ladder. 4.12.5.2All of the
24、structural parts and connections shall be designed to withstand such loads. 4.12.5.3These specified loads shall not be required to be combined with snow loading. 4.12.6 Columns and Struts. 4.12.6.1 All steel columns and struts shall be designed in ac- cordance with AWWA D100, Welded Steel Tanks for
25、Water Storage. 4.12.6.2 The minimum thickness for any columns in contact with water shall be 6.4 mm (0.25 in.). 4.12.6.3 Tubular sections shall not be flattened to form end connections. 4.12.7 Stress Increases. 4.12.7.1Where wind or earthquake loads are considered in calculating stresses, the maximu
26、m permissible increase in working unit stresses shall be one-third, provided the resulting section is not less than required for dead and live loads alone. 4.12.7.2 Wind and earthquake loads shall not be required to be considered simultaneously. 4.12.8 Roof Construction. 4.12.8.1The roof shall be de
27、signed to withstand the forces anticipated during the erection, inspection, testing, and main- tenance of the tank. 4.12.8.2The maximum allowable uniform live load (in pounds per square foot) and the maximum allowable concen- trated load (in pounds) shall be identified on the design draw- ings and t
28、ank nameplate. 4.13 Welding. All welding shall be completed in accordance withAWWAD100, Welded SteelTanks forWaterStorage, NFPA241, Standard for Safeguarding Construction, Alteration, and Demolition Operations, and ASME Boiler and Pressure Vessel Code, Section IX. 4.14 Roofs. 4.14.1* All tanks shall
29、 have roofs. 4.14.1.1OSHA compliant (29 CFR 1910) standard railing shall be placed around the roof manholes and other accesso- ries that require access. 4.14.2A perimeter roof guardrail is not required on lap- jointed bolted steel tanks when fitted with a manway platform, roof walkway, and guardrail
30、s. 4.14.3Guardrails shall be constructed in accordance with OSHA 29 CFR 1910. 4.15 Roof Vent. 4.15.1 Where the steel roof is essentially airtight, there shall be a substantial vent above the maximum water level. 4.15.2 A vent pipe shall have a cross-sectional area equal to a minimum of one-half the
31、area of the discharge pipe(s) or fill pipe, whichever is the larger. 4.15.3A corrosion-resistant screen or perforated plate with 9.5-mm (38-in.) holes, to exclude birds or other animals, shall be provided and have a net area at least equal to the vent line. 4.15.4In the case of a screen, this requir
32、es a gross area at least one and one-half times the cross-sectional area of the discharge pipe(s) or fill pipe, whichever is larger. 4.15.5The screen or perforated plate shall be protected against the accumulation of sleet. 4.15.6The weather hood above the perforated plate or screen, or its equivale
33、nt, shall be readily removable. 4.15.7 The overflow pipe shall not be included as vent area. 4.15.8 The vent shall be permitted to be combined with the roof finial. 4.15.9 Equivalent venting shall be permitted to be used, pro- vided the area cannot be obstructed by sleet, and the ingress of birds or
34、 other animals shall be prevented. 4.15.10 Where dual service is specified and where local health departmentsrequirescreeningventsagainstinsects,anonmetal- lic screen or special fail-safe vent shall be provided to minimize the risk in the event that the insect screens frost over. 4.15.11A roof vent
35、attached to a flanged neck shall be in- stalled on steel tanks prior to entering the tank. 4.15.11.1The flanged neck shall be designed to accommo- date an adequately sized exhaust fan. 4.16 Test Reports. Copies of mill test reports for steel plates and certificates of compliance for bolts and other
36、structural members shall be maintained at the premises of the vendor and shall be made available for review by the purchaser. 4.17 Acceptance. 4.17.1After completion of the tank, all coated steel tanks shall be tested for holidays and coating thickness. 4.17.2Repairs or replacements shall be made as
37、 necessary. 229GENERAL INFORMATION 2003 Edition Chapter 5Welded-Steel Gravity Tanks and Suction Tanks 5.1 General. 5.1.1 This chapter shall apply to the design, fabrication, and erection of welded-steel gravity water tanks, including pump suction tanks. 5.1.2 Capacity. 5.1.2.1 The capacity of the ta
38、nk shall be the number of cubic meters (U.S. gallons) available above the outlet opening. 5.1.2.2The net capacity between the outlet opening of the dischargepipeandtheinletoftheoverflowshallbeequaltoat least the rated capacity. 5.1.2.3 The net capacity for gravity tanks with large plate ris- ers sha
39、ll be the number of cubic meters (U.S. gallons) be- tween the inlet of the overflow and the designated low-water level line. 5.1.3 Standard Sizes. 5.1.3.1 The standard net capacity sizes of steel tanks shall be as follows: (1) 18.93 m3(5000 gal) (2) 37.85 m3(10,000 gal) (3) 56.78 m3(15,000 gal) (4)
40、75.70 m3(20,000 gal) (5) 94.63 m3(25,000 gal) (6) 113.55 m3(30,000 gal) (7) 151.40 m3(40,000 gal) (8) 189.25 m3(50,000 gal) (9) 227.10 m3(60,000 gal) (10) 283.88 m3(75,000 gal) (11) 378.50 m3(100,000 gal) (12) 567.75 m3(150,000 gal) (13) 757.00 m3(200,000 gal) (14) 1135.50 m3(300,000 gal) (15) 1892.
41、50 m3(500,000 gal) 5.1.3.2 Tanks of other sizes shall be permitted. 5.1.4 Form. Steel tanks shall be permitted to be of any form desired provided they conform to all requirements of this standard. 5.2 Materials. 5.2.1 Plates, Shapes, and Tubular Columns. 5.2.1.1 Plates. Plate materials shall be of o
42、pen-hearth, electric furnace, or basic oxygen process steel that conforms to the following ASTM specifications: (1) ASTM A 36/A 36M, Standard Specification for Carbon Struc- tural Steel (2) ASTM A 283/A 283M, Standard Specification for Low- and Intermediate-Tensile Strength Carbon Steel Plates, Grad
43、es A, B, C, and D 5.2.1.2Where plates of thicknesses greater than 19.1 mm (34in.) are used, ASTM A 283, Standard Specification for Low- and Intermediate-Tensile Strength Carbon Steel Plates, Grade D, shall not be used. ASTM A 131, Standard Specification for Struc- tural Steel for Ships, Grades A, B,
44、 and C; ASTM A 285, Standard Specification for Pressure Vessel Plates, Carbon Steel, Low- and Intermediate-Tensile Strength, GradesA, B, and C; orASTMA516, Standard Specification for Pressure Vessel Plates, Carbon Steel, for Moderate- and Lower-Temperature Service, Grades 55 and 60, shall be used as
45、 alternatives. 5.2.1.3 Basis of Furnishing Plates. Plates shall be furnished, based on weight, with permissible underrun and overrun in accordance with the tolerance table for plates ordered to weight in ASTM A 6, Standard Specification for General Require- ments for Rolled Structural Steel Bars, Pl
46、ates, Shapes, and Sheet Pilings. 5.2.1.4 Shapes. Structural materials shall be open-hearth, electricfurnace,orbasicoxygenprocesssteelthatconformsto ASTM A 36, Standard Specification for Carbon Structural Steel, or ASTM A 131, Standard Specification for Structural Steel for Ships, GradesA, B, and D,
47、orASTMA992/A992M-00, Standard Speci- fication for Steel for Structural Shapes for Use in Building Framing. 5.2.1.5Copper-bearing steel that contains approximately 0.20 percent copper shall be permitted to be used. In all other respects, steel shall conform to the specifications of 5.2.1.1, 5.2.1.3,
48、and 5.2.1.4. 5.2.2 Bolts, Anchor Bolts, and Rods. 5.2.2.1 Bolts and anchor bolts shall conform to ASTM A 307, Standard Specification for Carbon Steel Bolts and Studs, 60,000 psi Tensile Strength, Grade A or Grade B. 5.2.2.2 ASTM A 36, Standard Specification for Carbon Structural Steel, shall be cons
49、idered an acceptable alternative material for anchor bolts. Rods shall be open-hearth, electric furnace, or basic oxygen process steel that conforms to ASTM A 36. 5.2.3* Forgings. 5.2.3.1Steel used for forgings shall be made only by the open-hearth process. 5.2.3.2 Forgings shall conform to the following ASTM speci- fications: (1) ASTM A 105, Standard Specification for Carbon Steel Forgings for Piping Applications (2) ASTMA668, Standard Specification for Steel Forgings, Carbon and Alloy, for General Industrial Use, Class D (3) ASTMA181, Standard Specification for Carbon Steel Forgings, for