National Fire Protection Association Report of 303 http://submittals.nfpa.org/terraviewweb/contentfetcher?commentpara... 10/7/2014 12:51 PM Second Revision No. 4-NFPA 13-2014 [ Global Comment ] Update the metric conversions to Chapter 9 and the associated annex sections based on the work done by the Metric Task Group (see attached spreadsheet). Supplemental Information File Name 13_Metrification_-_AUT-HBS.xlsx Description HBS Metric Spreadsheet Submitter Information Verification Submitter Full Name: [ Not Specified ] Organization: [ Not Specified ] Street Address: City: State: Zip: Submittal Date: Wed Jun 18 16:03:37 EDT 2014 Committee Statement Committee Statement: Response Message: The conversions proposed for the 2016 edition will be based on a soft conversion scheme as opposed to the traditional hard conversion. The attached spreadsheet provides the proposed conversion.
Piping Equivalents Conversion Factors (T.1.6.1.3) English Metric (mm) SI Unit Eng. Unit Factor 1/4 6 L gal 1 gal = 3.785 L 3/8 10 mm/min gpm/ft2 1 gpm/ft2 = 40.746 mm/min 1/2 15 dm3 gal 1 gal = 3.785 dm3 3/4 20 Pa psi 1 psi = 6894.757 Pa 1 25 bar psi 1 psi = 0.0689 bar 1 1/4 32 Pa --> bar - 1 bar = 1E5 Pa 1 1/2 40 1 3/4 45 Length 2 50 SI Unit Eng. Unit Factor 2 1/2 65 m ft 1 ft = 0.3048 m 3 80 m in 1 in = 0.0254 m 3 1/2 90 mm in 1 in = 25.4 mm 4 100 5 125 Area, Volume 6 150 SI Unit Eng. Unit Factor 8 200 m2 ft2 1 ft2 = 0.0929 m2 10 250 m2 in2 1 in2 = 0.0006452 m2 12 300 mm2 in2 1 in2 = 645.15 mm2 14 350 m3 ft3 1 ft3 = 0.02832 m3 16 400 mm3 in3 1 in3 = 16387 mm3 18 450 20 500 Other 24 600 SI Unit Eng. Unit Factor kj/kg Btu/lb 1 Btu/lb = 2.326 kj/kg g oz. 1 oz = 28.35 g kj/m2 Btu/ft2 1 Btu/ft2 = 11.356 kj/m2
National Fire Protection Association Report http://submittals.nfpa.org/terraviewweb/contentfetcher?commentpara... 2 of 303 10/7/2014 12:51 PM Second Revision No. 14-NFPA 13-2014 [ New Section after 3.11.8 ] 3.11.9 Prying Factor. A factor based on fitting geometry that results in an increase in service tension load due to the effects of prying between the upper seismic brace attachment fitting and the structure. Submitter Information Verification Submitter Full Name: [ Not Specified ] Organization: [ Not Specified ] Street Address: City: State: Zip: Submittal Date: Sun Jun 22 17:41:00 EDT 2014 Committee Statement Committee Statement: Response Message: The term prying factor has been added to the standard in several location for the 2016 edition. This revision is intended to provide direction to the user on how the term "prying factor" is used throughout the standard. For more information on the use of the term, see SR 15.
National Fire Protection Association Report http://submittals.nfpa.org/terraviewweb/contentfetcher?commentpara... 9 of 303 10/7/2014 12:51 PM Second Revision No. 2-NFPA 13-2014 [ Section No. 9.1.1.7.9 ] 9.1.1.7.9 Where angles are used for trapeze hangers, and slotted holes are used, the slotted holes shall meet all of the following: (1) The length of each slotted hole shall not exceed 3 in. (80 mm) (2) The width of the slotted hole shall not exceed 1 16 in. (1.6 mm) greater than the bolt or rod diameter. (3) The minimum distance between slotted holes shall be 3 in. (80 mm) edge to edge. (4) The minimum distance from the end of the angle to the edge of the slotted hole shall be 3 in. (80 mm) (5) The number of slots shall be limited to three per section of angle. (6) The washer(s) required by 9.1.1.7.8 shall have a minimum thickness of one-half the thickness of the angle. Multiple washers shall not be used. (7) Washer Washers and nuts required by 9.1.1.7.8 shall be provided on both the top and bottom of the angle. Submitter Information Verification Submitter Full Name: [ Not Specified ] Organization: [ Not Specified ] Street Address: City: State: Zip: Submittal Date: Wed Jun 18 14:53:19 EDT 2014 Committee Statement Committee Statement: As proposed in the first draft, this section mandates the use of slots when using angle iron for trapeze hangers It is not the intent to mandate slots, only to provide this design guidance where slots are used.using multiple washers is common practice and there is no indication that the use of multiple washers will cause a failure. Removing this language would have been overly conservative. Response Message: Public Comment No. 123-NFPA 13-2014 [Section No. 9.1.1.7.9] Public Comment No. 124-NFPA 13-2014 [Section No. 9.1.1.7.9] Public Comment No. 156-NFPA 13-2014 [Section No. 9.1.1.7.9]
National Fire Protection Association Report http://submittals.nfpa.org/terraviewweb/contentfetcher?commentpara... 0 of 303 10/7/2014 12:51 PM Second Revision No. 11-NFPA 13-2014 [ Section No. 9.2.6 ] 9.2.6* Pipe Stands. 9.2.6.1 General. 9.2.6.1.1 Where pipe stands are used to support system piping, the requirements of 9.2.6 shall apply unless the requirements of 9.2.6.1.2 are met. 9.2.6.1.2 Pipe stands certified by a registered professional engineer to include all of the following shall be an acceptable alternative to the requirements of 9.2.6: (1) Pipe stands shall be designed to support five times the weight of water-filled pipe plus 250 lb (114 kg) at each point of piping support. (2) These points of support shall be adequate to support the system. (3) The spacing between pipe stands shall not exceed the value given for the type of pipe as indicated in Table 9.2.2.1(a) or Table 9.2.2.1(b). (4) Pipe stand components shall be ferrous. (5) Detailed calculations shall be submitted, when required by the reviewing authority, showing stresses developed in the pipe stand, the system piping and fittings, and safety factors allowed. 9.2.6.1.3 Where water-based fire protection systems are required to be protected against damage from earthquakes, pipe stands shall also meet the requirements of 9.3.8. 9.2.6.2 Component Material. 9.2.6.2.1 Pipe stands and their components shall be ferrous unless permitted by 9.2.6.2.2. 9.2.6.2.2 Nonferrous components that have been proven by fire tests to be adequate for the hazard application and that are in compliance with the other requirements of this section shall be acceptable. 9.2.6.3 Sizing. 9.2.6.3.1* The maximum heights for pipe stands shall be in accordance with Table 9.2.6.3.1 unless the requirements of 9.2.6.3.2 are met. Table 9.2.6.3.1 Maximum Pipe Stand Heights Pipe Stand Diameter System Pipe D iameter* 1 1 2 in. 2 in. 2 1 2 in. 3 in. 4 in. 1 1 2 in. 10 ft 14 ft 18 ft 28 ft 30 ft 2 in. 8 ft 12 ft 16 ft 26 ft 30 ft 2 1 2 in. 6 ft 10 ft 14 ft 24 ft 30 ft 3 in. 8 ft 12 ft 22 ft 30 ft >3 in. up to and including 8 in. 10 ft For SI units, 1 in. = 25.4 mm; 1 ft = 0.3048 m. *System piping is assumed to be Schedule 40 (8 in. is Schedule 30). Pipe stands are Schedule 40 pipe. 9.2.6.3.2* Pipe diameters up to and including 10 in. (200 mm) Schedule 40 are permitted to be supported by 2 in. (50 mm) diameter pipe stands when all of the following conditions are met: (1) A maximum height of 4 ft (1.2 m), as measured from the base of the pipe stand to the centerline of the pipe being supported (2)* The pipe stand shall be axially loaded 9.2.6.3.3 The distance between pipe stands shall not exceed the values in Table 9.2.2.1(a) or Table 9.2.2.1(b). 9.2.6.4 Pipe Stand Base. 9.2.6.4.1 The pipe stand base shall be secured by an approved method.
National Fire Protection Association Report http://submittals.nfpa.org/terraviewweb/contentfetcher?commentpara... 1 of 303 10/7/2014 12:51 PM 9.2.6.4.2* Pipe stand base plates shall be threaded malleable iron flanges or welded steel flanges in accordance with Table 6.4.1. 9.2.6.4.2.1 Pipe stands installed in accordance with 9.2.6.3.2 shall be permitted to use a welded steel plate. 9.2.6.4.3* Pipe stands shall be anchored fastened to a concrete pier or footing with either expansion shields, bolts for concrete, or cast-in-place J hooks floor or footing using listed concrete anchors or other approved means. 9.2.6.4.4 A minimum of four anchors shall be used to attach the base plate to the floor. 9.2.6.4.5 A minimum of four anchors shall be used to attach the base plate to the floor. 9.2.6.4.5.1 Pipe stands installed in accordance with 9.2.6.3.2 shall be permitted to use a minimum of two anchors to attach the base plate to the floor. 9.2.6.4.6 The minimum diameter for the anchors shall be 1 2 in. for pipe stand diameters up to and including 3 in. and 5 8 in. for pipe stands 4 in. diameter and larger. 9.2.6.4.6.1 Where the pipe stand complies with 9.2.6.3.2, 3 8 in. anchors shall be permitted. 9.2.6.5 Attaching to System Piping. 9.2.6.5.1 Piping shall be attached to the pipe stand with U-bolts or equivalent attachment. 9.2.6.5.2* Where a horizontal bracket is used to attach the system piping to the pipe stand, it shall not be more than 1 ft (0.3 m) as measured horizontally from the centerline of the pipe stand to the centerline of the supported pipe. 9.2.6.5.3 Horizontal support brackets shall be sized such that the section modulus required in Table 9.2.6.5.3 does not exceed the available section modulus from Table 9.1.1.7.1(b). Table 9.2.6.5.3 Required Section Modulus for Pipe Stand Horizontal Support Arms (in 3 ) Nominal Diameter of Pipe Being Supported Section Modulus Schedule 10 Steel Section Modulus Schedule 40 Steel 1 1 1 4 1 1 2 2 2 1 2 3 3 1 2 4 5 6 8 0.22 0.22 0.24 0.25 0.27 0.30 0.32 0.34 0.41 0.48 0.68 0.22 0.23 0.24 0.26 0.29 0.33 0.36 0.40 0.48 0.58 0.80 For SI units, 1 in. = 25.4 mm. Note: The table is based on a maximum bending stress of 15 ksi and a 1 ft (0.3 m) cantilever supporting a concentrated load from 15 ft (4.6 m) of water-filled pipe plus 250 lb (114 kg). 9.2.6.6 Thrust. 9.2.6.6.1* System piping shall be supported and restrained to restrict movement due to sprinkler/nozzle reaction and water surges. 9.2.6.6.2* Where thrust forces are anticipated to be high, a pipe ring or clamps shall secure the system piping to the pipe stand. 9.2.6.7 Exterior Applications. Pipe stands shall be constructed of Schedule 40 threaded pipe, malleable iron flange base, and shall have a threaded cap top. 9.2.6.7.1 Where required, pipe stands used in exterior applications shall be made of galvanized steel or other suitable corrosionresistant materials. 9.2.6.7.2 A welded, threaded, grooved, or other approved cap shall be securely attached to the top of the pipe stand. Supplemental Information
National Fire Protection Association Report http://submittals.nfpa.org/terraviewweb/contentfetcher?commentpara... 2 of 303 10/7/2014 12:51 PM File Name 13_SR_11_Table_9.2.6.5.3_edited.docx 13_SR_11_A_9_2_6_edited_rev_MJK_.docx Description Submitter Information Verification Submitter Full Name: [ Not Specified ] Organization: [ Not Specified ] Street Address: City: State: Zip: Submittal Date: Sun Jun 22 12:14:00 EDT 2014 Committee Statement Committee Statement: Short pipe stands that commonly support headers, piping near backflow preventers or piping near fire pumps have been addressed allowing for traditional practices to remain when the height is not more than 4 feet. A figure was included to make sure the user understands that these short pipe stands do not allow for a cantilever support that would apply eccentric loading to the base of the pipe stand. In addition, more detail was included for the base of the pipe stand as well as the horizontal bracket used in some scenarios. Discussions of poor practices in the field led to a minimum number of anchors and a minimum anchor size being specified for the base of the pipe stand. The horizontal bracket will now include an example diagram in the annex. There is also a table to size the bracket that is based on section modulus similar to the trapeze hanger approach. For these calculations the bending stress (σ) used was 15 ksi. Exterior application was expanded so that the prescriptive method uses a material with some corrosion resistance. It also permits the cap to be connected by means other than threading. Response Message:
Table 9.2.6.5.3 Required Section Modulus for Pipe Stand Horizontal Support Arms (in 3 ) Nominal Diameter of Pipe Being Supported Section Modulus Schedule 10 Steel Section Modulus Schedule 40 Steel 1 1 ¼ 1 ½ 2 2 ½ 3 3 ½ 4 5 6 8 0.22 0.22 0.24 0.25 0.27 0.30 0.32 0.34 0.41 0.48 0.68 0.22 0.23 0.24 0.26 0.29 0.33 0.36 0.40 0.48 0.58 0.80 For SI units, 1 in. = 25.4 mm. Note: The table is based on a maximum bending stress of 15 ksi and a 1 ft (0.3 m) cantilever supporting a concentrated load from 15 ft (4.6 m) of water-filled pipe plus 250 lb (114 kg).
A.9.2.6 Where applicable, the design of pipe stands should consider additional loading from other sources. Environmental impacts, including water accumulation at the base, corrosion, and wind, should also be taken into account as appropriate. The performance of piping support systems should allow for expansion and contraction due to temperature change, expansion due to internal water pressure (thrust), restrained and/or unrestrained joints or pipe runs, heavy point loads (e.g., valves), and pipe deflection (span/support spacing). Manufacturer s installation instructions and engineering design guides should be consulted when available. Examples of common applications include headers and horizontal runs of pipe that need support from the floor. A.9.2.6.3.1 The slenderness ratio (l/r) for pipe stands should not exceed 200. The values presented in Table 9.2.6.3.1 have been calculated so as not to exceed this. Pipe stands are intended to be a single piece of pipe. For lengths that require joining pipes, they should be welded to ensure the strength is maintained. Page 1 of 4
A.9.2.6.3.2 These short pipe stands commonly support items such as backflow preventers, header piping, and other appurtenances. A.9.2.6.3.2(2) The allowances for these short pipe stands do not account for eccentric loadings. See Figure A.9.2.6.3.2(2). FIGURE A.9.2.6.3.2(2) Acceptable Axial Loading and Unacceptable Loading.A.9.2.6.4.2 Where welded steel flanges are used for the base plate, the entire circumference of the flange should be welded. A.9.2.6.4.3 Examples of acceptable anchors can be listed inserts set in concrete, listed post-installed anchors, bolts for concrete, or cast-in-place J hooks. A.9.2.6.5.2 See Figure A.9.2.6.5.2. Page 2 of 4
FIGURE A.9.2.6.5.2 Example of a Horizontal Bracket Attached to a Pipe Stand. A.9.2.6.6.1 The support and restraint are needed in order to maintain system performance and integrity. Water surges could be from filling the system, from system operation, or water supply related. A.9.2.6.6.2 Traditionally, pipe saddles have been used, which creates a U for the pipe to rest in. However, thrust forces in some applications can be large enough to move the pipe off the saddle. Therefore, a pipe ring or clamp should be around the system piping to keep it in place. A.9.3.8 When using a pipe stand to support the gravity load of a water-based fire protection system in an Page 3 of 4
earthquake area, care should be taken in planning the seismic protection. This includes close attention to the differential movement between the system and the building or other components. COMP: Delete 9.3.8.3 {{Edits ok MJK}} Page 4 of 4
National Fire Protection Association Report http://submittals.nfpa.org/terraviewweb/contentfetcher?commentpara... 3 of 303 10/7/2014 12:51 PM Second Revision No. 5-NFPA 13-2014 [ Section No. 9.3.4.10 ] 9.3.4.10* The installed horizontal and upward vertical clearance between horizontal sprinkler piping and equipment attached to the building structure or other systems piping shall be at least 2 in. (50 mm). No clearance shall be required where piping is supported by holes through structural members as permitted by 9.1.1.6.4. Submitter Information Verification Submitter Full Name: [ Not Specified ] Organization: [ Not Specified ] Street Address: City: State: Zip: Submittal Date: Wed Jun 18 17:23:43 EDT 2014 Committee Statement Committee Statement: This is a return to the language of the 2013 edition. This requirement would place an unreasonable burden on sprinkler installers by requiring them to maintain clearances from equipment and systems that are not under their control. Response Message: Public Comment No. 289-NFPA 13-2014 [Section No. 9.3.4.10]
National Fire Protection Association Report http://submittals.nfpa.org/terraviewweb/contentfetcher?commentpara... 4 of 303 10/7/2014 12:51 PM Second Revision No. 6-NFPA 13-2014 [ Section No. 9.3.4.11 ] 9.3.4.11* The installed clearance between sprinklers (drops and sprigs) and structural members not used collectively or independently to support the sprinklers, or from equipment attached to the building structure, or from other systems piping a sprinkler and structural elements not used collectively or independently to support the sprinklers shall be at least 3 in. (75 80 mm) in all directions unless the requirements of 9.3.4.11.1 are met. 9.3.4.11.1 Where sprinklers are installed using flexible sprinkler hose, clearance for the sprinkler shall not be required. Supplemental Information File Name 13_SR_6_A.9.3.4.11_edited.docx Description Submitter Information Verification Submitter Full Name: [ Not Specified ] Organization: [ Not Specified ] Street Address: City: State: Zip: Submittal Date: Wed Jun 18 17:30:35 EDT 2014 Committee Statement Committee Statement: Response Message: The new section as approved at the first draft meeting is too onerous and essentially impossible in certain installations where there are multiple additional trades (Hospitals). Public Comment No. 126-NFPA 13-2014 [Section No. 9.3.4.11]
A.9.3.4.11 Structural elements include, but are not limited to, beams, girders, and trusses. Frangible ceilings should not be considered structural elements for this purpose.
National Fire Protection Association Report http://submittals.nfpa.org/terraviewweb/contentfetcher?commentpara... 5 of 303 10/7/2014 12:51 PM Second Revision No. 140-NFPA 13-2014 [ Section No. 9.3.5.2.3 ] 9.3.5.2.3* The listed loads load rating shall be reduced as shown in Table 9.3.5.2.3to determine the allowable load for installations where the brace is less than 90 degrees from vertical. Table 9.3.5.2.3 Listed Horizontal Load Adjustment Brace Angle Degrees from Vertical Allowable Horizontal Load 30 to 44 Listed load rating divided by 2.000 45 to 59 Listed load rating divided by 1.414 60 to 89 Listed load rating divided by 1.155 90 Listed load rating 9.3.5.2.3.1* Maximum allowable horizontal loads shall be determined by testing at angles of 30, 45, 60, and 90 degrees from vertical and confirmed to be equal to or greater than those calculated using 9.3.5.2.3. 9.3.5.2.3.2 For attachments to structures, additional tests shall be performed at 0 degrees. Supplemental Information File Name 13_SR_140_A.9.3.5.2.3_edited.docx Description Submitter Information Verification Submitter Full Name: Matthew Klaus Organization: National Fire Protection Assoc Street Address: City: State: Zip: Submittal Date: Mon Jun 30 17:59:25 EDT 2014 Committee Statement Committee Statement: NFPA 13, per Section 9.3.5.4.3, specifies that the maximum allowable load for braces be established based on the weakest component. Depending upon the geometry of a particular brace fitting, this weakest component may result in an actual horizontal failure load at an angle other than 90 degrees that is less than would be found by dividing the failure load at 90 degrees by the factor given in Table 9.3.5.2.3. Testing a brace fitting at multiple angles is needed to confirm that the listed load rating at 90 degrees is conservative. Response Message: Public Comment No. 193-NFPA 13-2014 [Section No. 9.3.5.11.8]
A.9.3.5.2.3 The listed load rating must include a minimum safety factor of 1.5 against the ultimate break strength of the brace components and then be further reduced according to the brace angles. A.9.3.5.2.3.1 Depending on the configuration of bracing fittings and connections, it is not always the case that the weakest component of a brace assembly tested at a brace angle of 90 degrees will be the same or will fail in the same way as the weakest component when tested at other brace angles. Therefore, determining an allowable horizontal load using the factors in Table 9.3.5.2.3 and a listed load rating established solely by testing along the brace assembly at 90 degrees might not be conservative. In most cases, a single listed load rating can be determined by testing the brace assembly at angles of 30, 45, 60, and 90 degrees, reducing the horizontal force at failure found for each of these angles by an appropriate safety factor and then resolving the resulting maximum allowable horizontal loads to a direction along the brace, and finally taking the minimum of these values along the brace assembly as the listed load rating. By taking the minimum value so determined as the listed load rating, allowable horizontal loads determined using Table 9.3.5.2.3 will be conservative. In some cases, and where justified by engineering judgment, fewer or additional tests might be needed to establish a listed load rating.
National Fire Protection Association Report http://submittals.nfpa.org/terraviewweb/contentfetcher?commentpara... 6 of 303 10/7/2014 12:51 PM Second Revision No. 16-NFPA 13-2014 [ Section No. 9.3.5.5.2 ] 9.3.5.5.2*
National Fire Protection Association Report http://submittals.nfpa.org/terraviewweb/contentfetcher?commentpara... 7 of 303 10/7/2014 12:51 PM Lateral sway bracing shall be in accordance with either Table 9.3.5.5.2(a), Table 9.3.5.5.2(b), Table 9.3.5.5.2(c), Table 9.3.5.5.2(d), Table 9.3.5.5.2(e), or Table 9.3.5.5.2(g), or 9.3.5.5.3, based on the piping material of the sprinkler system. Table 9.3.5.5.2(a) Maximum Load (Fpw F ) in Zone of Influence (lb), (Fy F = 30 ksi) Schedule 10 Steel Pipe pw y Lateral Sway Brace Spacing (ft) a Pipe 20 b 25 b 30 c 35 c 40 d 1 111 89 73 63 52 1 1 4 176 141 116 99 83 1 1 2 241 193 158 136 114 2 390 312 256 219 183 2 1 2 641 513 420 360 301 3 966 773 633 543 454 3 1 2 1281 1025 840 720 603 4 1634 1307 1071 918 769 5 2814 2251 1844 1581 1324 6 and larger e 4039 3231 2647 2269 1900 Note: ASTM A106 Grade B or ASTM A53 Grade B has an F = 35 ksi. An F = 30 ksi was used also as a conservative value y y to account for differences in material properties as well as other operational stresses. a The tables for the maximum load, Fpw, in zone of influence are based on specific configurations of mains and branch lines. b Assumes branch lines at center of pipe span and near each support. c Assumes branch lines at third-points of pipe span and near each support. d Assumes branch lines at quarter-points of pipe span and near each support. e Larger diameter pipe can be used when justified by engineering analysis. Table 9.3.5.5.2(b) Maximum Load (Fpw F ) in Zone of Influence (lb), (Fy F = 30 ksi) Schedule 40 Steel Pipe pw y Lateral Sway Brace Spacing (ft) a Pipe 20 b 25 b 30 c 35 c 40 d 1 121 97 79 68 57 1 1 4 214 171 140 120 100 1 1 2 306 245 201 172 144 2 520 416 341 292 245 2 1 2 984 787 645 553 463 3 1597 1278 1047 897 751 3 1 2 2219 1775 1455 1247 1044 4 2981 2385 1954 1675 1402 5 5061 4049 3317 2843 2381 6 and larger e 7893 6314 5173 4434 3713 Note: ASTM A106 Grade B or ASTM A53 Grade B has an F = 35 ksi. An F = 30 ksi was used also as a conservative value y y to account for differences in material properties as well as other operational stresses. a The tables for the maximum load, Fpw, in zone of influence are based on specific configurations of mains and branch lines. b Assumes branch lines at center of pipe span and near each support. c Assumes branch lines at third-points of pipe span and near each support. d Assumes branch lines at quarter-points of pipe span and near each support. e Larger diameter pipe can be used when justified by engineering analysis. Table 9.3.5.5.2(c) Maximum Load (Fpw F pw ) in Zone of Influence (lb), (Fy F y = 30 ksi) Schedule 5 Steel Pipe Pipe Lateral Sway Brace Spacing (ft) a
National Fire Protection Association Report http://submittals.nfpa.org/terraviewweb/contentfetcher?commentpara... 8 of 303 10/7/2014 12:51 PM 20 b 25 b 30 c 35 c 40 d 1 71 56 46 40 33 1 1 4 116 93 76 65 55 1 1 2 154 124 101 87 73 2 246 197 161 138 116 2 1 2 459 367 301 258 216 3 691 552 453 388 325 3 1 2 910 728 597 511 428 4 e 1160 928 760 652 546 Note: ASTM A106 Grade B or ASTM A53 Grade B has an F = 35 ksi. An F = 30 ksi was used also as a conservative value y y to account for differences in material properties as well as other operational stresses. a The tables for the maximum load, Fpw, in zone of influence are based on specific configurations of mains and branch lines. b Assumes branch lines at center of pipe span and near each support. c Assumes branch lines at third-points of pipe span and near each support. d Assumes branch lines at quarter-points of pipe span and near each support. e Larger diameter pipe can be used when justified by engineering analysis. Table 9.3.5.5.2(d) Maximum Load (Fpw F pw ) in Zone of Influence (lb), (Fy F y = 8 ksi) CPVC Pipe Lateral Sway Brace Spacing (ft) a Pipe 20 b 25 b 30 c 35 c 40 d 3 4 15 12 10 8 7 1 28 22 18 15 13 1 1 4 56 45 37 30 26 1 1 2 83 67 55 45 39 2 161 129 105 87 76 2 1 2 286 229 188 154 135 3 516 413 338 278 243 a The tables for the maximum load, Fpw, in zone of influence are based on specific configurations of mains and branch lines. b Assumes branch lines at center of pipe span and near each support. c Assumes branch lines at third-points of pipe span and near each support. d Assumes branch lines at quarter-points of pipe span and near each support. Table 9.3.5.5.2(e) Maximum Load (Fpw F ) in Zone of Influence (lb), (Fy F pw y Soldered Joints) = 30 ksi) Type M Copper Tube (with Lateral Sway Brace Spacing (ft) a Pipe 20 b 25 b 30 c 35 c 40 d 3 4 16 13 10 9 8 1 29 24 19 16 14 1 1 4 53 42 35 28 25 1 1 2 86 69 56 46 41 2 e 180 144 118 97 85 a The tables for the maximum load, Fpw, in zone of influence are based on specific configurations of mains and branch lines. b Assumes branch lines at center of pipe span and near each support. c Assumes branch lines at third-points of pipe span and near each support. d Assumes branch lines at quarter-points of pipe span and near each support.
National Fire Protection Association Report http://submittals.nfpa.org/terraviewweb/contentfetcher?commentpara... 9 of 303 10/7/2014 12:51 PM e Larger diameter pipe can be used when justified by engineering analysis. Table 9.3.5.5.2(f) Maximum Load ( F pw ) in Zone of Influence (lbs), ( F y = 9 ksi) Type M Copper Tube (with Brazed Joints) Lateral Sway Spacing (ft) a Diameter 20 a 25 b 30 c 35 c 40 d 3 4 6 5 4 3 3 1 11 9 7 6 5 1 1 4 20 16 13 12 10 1 1 2 33 27 22 19 16 2 e 70 56 46 39 33 a The tables for the maximum load, F, in zone of influence are based on specific configurations of mains and branch pw lines. b Assumes branch lines at center of pipe span and near each support. c Assumes branch lines at third-points of pipe span and near each support. d Assumes branch lines at quarter-points of pipe span and near each support. e Larger diameter pipe can be used when justified by engineering analysis. Table 9.3.5.5.2(g) Maximum Load ( F pw ) in Zone of Influence (lbs), ( F y = 9ksi) Type M Copper Tube (with Brazed Joints) Lateral Sway Spacing (ft) a Diameter 20 a 25 b 30 c 35 c 40 d 3 4 6 5 4 3 3 1 11 9 7 6 5 1 1 4 20 16 13 12 10 1 1 2 33 27 22 19 16 2 e 70 56 46 39 33 a pw The tables for the maximum load F, in zone of influence are bases on specific configurations of mains and branch lines. b Assumes branch lines at center of pipe span and near each support. c Assumes branch lines at third-points of pipe span and near each support. d Assumes branch lines at quarter-points of pipe span and near each support. e Larger diameter pipe can be used when justified by engineering analysis. Table 9.3.5.5.2(g) Maximum Load ( F pw ) in Zone of Influence (lbs), ( F y = 9 ksi) Red Brass Pipe(with Brazed Joints) Lateral Sway Spacing (ft) a Diameter 20 a 25 b 30 c 35 c 40 d 3 4 34 27 22 19 16 1 61 49 40 35 29 1 1 4 116 93 76 65 55 1 1 2 161 129 105 90 76 2 e 272 218 178 153 128 a The tables for the maximum load, F, in zone of influence are based on specific configurations of mains and branch pw lines. b Assumes branch lines at center of pipe span and near each support. c Assumes branch lines at third-points of pipe span and near each support. d Assumes branch lines at quarter-points of pipe span and near each support.
National Fire Protection Association Report http://submittals.nfpa.org/terraviewweb/contentfetcher?commentpara... 00 of 303 10/7/2014 12:51 PM e Larger diameter pipe can be used when justified by engineering analysis. 9.3.5.5.2.1 Specially listed nonstandard pipe shall be permitted using the values in Table 9.3.5.5.2(c) or with values provided by the manufacturer. 9.3.5.5.2.2 Spacing shall not exceed a maximum interval of 40 ft (12.2 m) on center. 9.3.5.5.2.3 The maximum permissible load in the zone of influence of a sway brace shall not exceed the values given in Table 9.3.5.5.2(a) through Table 9.3.5.5.2(g) or the values calculated in accordance with 9.3.5.5.3. 9.3.5.5.2.4 When determining permissible loads in accordance with 9.3.5.5.2 or 9.3.5.5.2.1 on a main with varying sizes, the allowable load shall be based on the smallest pipe size within the zone of influence. Supplemental Information File Name 13_SR_16_Table_9.3.5.5.2_f_edited.docx 13_SR_16_Table_9.3.5.5.2_g_edited.docx Description Submitter Information Verification Submitter Full Name: [ Not Specified ] Organization: [ Not Specified ] Street Address: City: State: Zip: Submittal Date: Sun Jun 22 18:45:47 EDT 2014 Committee Statement Committee Statement: Revised table 9.3.5.5.2(f) - The table in the first draft incorrectly used a value of 9 for Rp. As stated in Annex, the simplified approach limits Rp=4.5. This revision corrects that problem. New Table 9.3.5.5.2(g) - This proposal adds ZOI tables for red brass piping with brazed connections. ASCE/SEI 7-10 considers brass piping with brazed connections ductile. The strength design stress is in the piping is 0.90Fy. While ASCE/SEI 7-10 allows a Response Factor Rp = 9, the value of Rp for the brazed piping was taken as 4.5, to be compatible the current design simplified design approach. Response Message:
Table 9.3.5.5.2(f) Maximum Load (F pw ) in Zone of Influence (lb), (F y = 9 ksi) Type M Copper Tube (with Brazed Joints) Lateral Sway Spacing (ft) a Diameter 20 a 25 b 30 c 35 c 40 d 3/4 6 5 4 3 3 1 11 9 7 6 5 1 1/4 20 16 13 12 10 1 1/2 33 27 22 19 16 2 e 70 56 46 39 33 a The tables for the maximum load F pw, in zone of influence are based on specific configurations of mains and branch lines. b Assumes branch lines at center of pipe span and near each support. c Assumes branch lines at third-points of pipe span and near each support. d Assumes branch lines at quarter-points of pipe span and near each support. e Larger diameter pipe can be used when justified by engineering analysis.
Table 9.3.5.5.2(g) Maximum Load (F pw ) in Zone of Influence (lb), (F y = 9 ksi) Red Brass Pipe (with Brazed Joints) Lateral Sway Spacing (ft) a Diameter 20 a 25 b 30 c 35 c 40 d 3/4 34 27 22 19 16 1 61 49 40 35 29 1 1/4 116 93 76 65 55 1 1/2 161 129 105 90 76 2 e 272 218 178 153 128 a The tables for the maximum load F pw, in zone of influence are based on specific configurations of mains and branch lines. b Assumes branch lines at center of pipe span and near each support. c Assumes branch lines at third-points of pipe span and near each support. d Assumes branch lines at quarter-points of pipe span and near each support. e Larger diameter pipe can be used when justified by engineering analysis.
National Fire Protection Association Report http://submittals.nfpa.org/terraviewweb/contentfetcher?commentpara... 01 of 303 10/7/2014 12:51 PM Second Revision No. 7-NFPA 13-2014 [ Section No. 9.3.5.5.10 ] 9.3.5.5.10* The requirements of The lateral sway bracing required by 9.3.5.5 shall be permitted to be omitted when either 9.3.5.5.10.1for branch lines or 9.3.5.5.10.2are for mains is met. 9.3.5.5.10.1 Branch lines shall comply with the following: (1)* The branch lines shall be individually supported within 6 in. (152 mm) of the structure, measured between the top of the pipe and the point of attachment to the building structure. (2) Seventy-five At least 75 percent of all the hangers on the branch line shall meet, and not more than two consecutive hangers shall be permitted to exceed, the limitation the requirements of in 9.3.5.5.10.1(1). (3) Consecutive hangers on the branch line shall not be permitted to exceed the limitation in 9.3.5.5.10.1(1). 9.3.5.5.10.2 Main piping Mains shall comply with all the following: (1)* The main piping shall be individually supported within 6 in. (152 mm) of the structure, measured between the top of the pipe and the point of attachment to the building structure. (2) Seventy-five At least 75 percent of all the hangers on the main shall meet, and not more than two consecutive hangers shall be permitted to exceed, the limitation in the requirements of 9.3.5.5.10.2(1). (3) Consecutive hangers on the main shall not be permitted to exceed the limitation in 9.3.5.5.10.2(1) (4) Seismic The seismic coefficient (C ) shall not exceed 1.0 0.5. p (5) The nominal pipe diameter shall not exceed 6 in. (152 mm) for feed mains and 4 in. (102 mm) for cross mains. (6) Hangers are not shall not be omitted in accordance with 9.2.4.3, 9.2.4.4, or 9.2.4.5. 9.3.5.5.10.3 Branch lines permitted to omit lateral sway bracing by 9.3.5.5.10 shall not be omitted from load calculations for the mains serving them in 9.3.5.9.6. Submitter Information Verification Submitter Full Name: [ Not Specified ] Organization: [ Not Specified ] Street Address: City: State: Zip: Submittal Date: Wed Jun 18 18:31:21 EDT 2014 Committee Statement Committee Statement: Response Message: This section was revised to delete the limitation on two consecutive hangers in both sections 9.3.5.5.10.1 (3) and 9.3.5.5.10.2 (3). Furthermore the Cp value in 9.3.5.5.10.2 (4) was reduced from cp=1.0 to Cp=0.5. Public Comment No. 329-NFPA 13-2014 [New Section after 9.3.5.5.10.2] Public Comment No. 297-NFPA 13-2014 [Section No. 9.3.5.5.10]
National Fire Protection Association Report http://submittals.nfpa.org/terraviewweb/contentfetcher?commentpara... 02 of 303 10/7/2014 12:51 PM Second Revision No. 141-NFPA 13-2014 [ Section No. 9.3.5.11.8 ]
National Fire Protection Association Report http://submittals.nfpa.org/terraviewweb/contentfetcher?commentpara... 03 of 303 10/7/2014 12:51 PM 9.3.5.11.8
National Fire Protection Association Report http://submittals.nfpa.org/terraviewweb/contentfetcher?commentpara... 04 of 303 10/7/2014 12:51 PM The loads determined in 9.3.5.9 shall not exceed the lesser of the maximum allowable loads provided in Table 9.3.5.11.8(a), Table 9.3.5.11.8(b), and Table 9.3.5.11.8(c)or and the manufacturer s certified maximum allowable horizontal loads for brace angles of 30 to 44 degrees, 45 to 59 degrees, 60 to 89 degrees, or 90 degrees. Table 9.3.5.11.8(a) Maximum Horizontal Loads for Sway Braces with l/r = 100 for Steel Braces with F y = 36 ksi Maximum Horizontal Load (lb) Maximum Length for l/r = 100 Brace Angle Brace Shape and Size Pipe Schedule 40 Angles Area (in. 2 ) Least Radius of Gyration (r) ft in. 30 to 44 Angle from Vertical 45 to 59 Angle from Vertical 1 0.494 0.421 3 6 3,150 4,455 5,456 1 1 4 0.669 0.540 4 6 4,266 6,033 7,389 60 to 90 Angle from Vertical 1 1 2 0.799 0.623 5 2 5,095 7,206 8,825 2 1.07 0.787 6 6 6,823 9,650 11,818 1 1 2 1 1 2 1 4 0.688 0.292 2 5 4,387 6,205 7,599 2 2 1 4 0.938 0.391 3 3 5,982 8,459 10,360 2 1 2 2 1 4 1.06 0.424 3 6 6,760 9,560 11,708 2 1 2 2 1 2 1 4 1.19 0.491 4 1 7,589 10,732 13,144 3 2 1 2 1 4 3 3 1 4 1.31 0.528 4 4 8,354 11,814 14,469 1.44 0.592 4 11 9,183 12,987 15,905 Rods 3 8 0.07 0.075 0 7 446 631 773 (all thread) 1 2 0.129 0.101 0 10 823 1,163 1,425 5 8 0.207 0.128 1 0 1,320 1,867 2,286 3 4 0.309 0.157 1 3 1,970 2,787 3,413 7 8 0.429 0.185 1 6 2,736 3,869 4,738 Rods 3 8 0.11 0.094 0 9 701 992 1,215 (threaded at 1 2 0.196 0.125 1 0 1,250 1,768 2,165 ends only) 5 8 0.307 0.156 1 3 1,958 2,769 3,391 3 4 0.442 0.188 1 6 2,819 3,986 4,882 7 8 0.601 0.219 1 9 3,833 5,420 6,638 Flats 1 1 2 1 4 0.375 0.0722 0 7 2,391 3,382 4,142 2 1 4 0.5 0.0722 0 7 3,189 4,509 5,523 2 3 8 0.75 0.1082 0 10 4,783 6,764 8,284 Table 9.3.5.11.8(b) Maximum Horizontal Loads for Sway Braces with l/r = 200 for Steel Braces with Fy F = 36 ksi y Maximum Horizontal Load (lb) Maximum Length for l/r = 200 Brace Angle Brace Shape and Size Area (in. 2 ) Least Radius of Gyration (r) ft in. 30 to 44 Angle from Vertical 45 to 59 Angle from Vertical 60 to 90 Angle from Vertical Pipe 1 0.494 0.421 7 0 926 1310 1604 Schedule 40 1 1 4 0.669 0.540 9 0 1254 1774 2173 1 1 2 0.799 0.623 10 4 1498 2119 2595 2 1.07 0.787 13 1 2006 2837 3475
National Fire Protection Association Report http://submittals.nfpa.org/terraviewweb/contentfetcher?commentpara... 05 of 303 10/7/2014 12:51 PM Maximum Length for l/r = 200 Brace Shape and Area Least Radius of Size (in. 2 ) Gyration (r) ft in. 30 to 44 Angle from Vertical Maximum Horizontal Load (lb) Brace Angle 45 to 59 Angle from Vertical 60 to 90 Angle from Vertical Angles 1 1 2 1 1 2 1 4 2 2 1 4 0.688 0.292 4 10 1290 1824 2234 0.938 0.391 6 6 1759 2487 3046 2 1 2 2 1 4 2 1 2 2 1 2 1 4 3 2 1 2 1 4 1.06 0.424 7 0 1988 2811 3442 1.19 0.491 8 2 2231 3155 3865 1.31 0.528 8 9 2456 3474 4254 3 3 1 4 1.44 0.592 9 10 2700 3818 4677 Rods 3 8 0.07 0.075 1 2 131 186 227 (all thread) 1 2 0.129 0.101 1 8 242 342 419 5 8 0.207 0.128 2 1 388 549 672 3 4 0.309 0.157 2 7 579 819 1004 7 8 0.429 0.185 3 0 804 1138 1393 Rods 3 8 0.11 0.094 1 6 206 292 357 (threaded at 1 2 0.196 0.125 2 0 368 520 637 ends only) 5 8 0.307 0.156 2 7 576 814 997 3 4 0.442 0.188 3 1 829 1172 1435 7 8 0.601 0.219 3 7 1127 1594 1952 Flats 1 1 2 1 4 0.375 0.0722 1 2 703 994 1218 2 1 4 0.5 0.0722 1 2 938 1326 1624 2 3 8 0.75 0.1082 1 9 1406 1989 2436 Table 9.3.5.11.8(c) Maximum Horizontal Loads for Sway Braces with l/r = 300 for Steel Braces with Fy F = 36 ksi y Brace Shape and Size Area (in. 2 ) Least Radius of Gyration (r) Maximum Length for ft l/r = 300 in. 30 to 44 Angle from Vertical Maximum Horizontal Load (lb) Brace Angle 45 to 59 Angle from Vertical Pipe 1 0.494 0.421 10 6 412 582 713 Schedule 40 1 1 4 0.669 0.540 13 6 558 788 966 1 1 2 0.799 0.623 15 6 666 942 1153 2 1.07 0.787 19 8 892 1261 1544 60 to 90 Angle from Vertical Angles 1 1 2 1 1 2 1 4 2 2 1 4 0.688 0.292 7 3 573 811 993 0.938 0.391 9 9 782 1105 1354 2 1 2 2 1 4 2 1 2 2 1 2 1 4 3 2 1 2 1 4 1.06 0.424 10 7 883 1249 1530 1.19 0.491 12 3 992 1402 1718 1.31 0.528 13 2 1092 1544 1891
National Fire Protection Association Report http://submittals.nfpa.org/terraviewweb/contentfetcher?commentpara... 06 of 303 10/7/2014 12:51 PM Maximum Horizontal Load (lb) Brace Shape and Size 3 3 1 4 Area (in. 2 ) Least Radius of Gyration (r) Maximum Length for ft l/r = 300 in. 30 to 44 Angle from Vertical Brace Angle 45 to 59 Angle from Vertical 1.44 0.592 14 9 1200 1697 2078 60 to 90 Angle from Vertical Rods 3 8 0.07 0.075 1 10 58 82 101 (all thread) 1 2 0.129 0.101 2 6 108 152 186 5 8 0.207 0.128 3 2 173 244 299 3 4 0.309 0.157 3 11 258 364 446 7 8 0.429 0.185 4 7 358 506 619 Rods 3 8 0.11 0.094 2 4 92 130 159 (threaded at 1 2 0.196 0.125 3 1 163 231 283 ends only) 5 8 0.307 0.156 3 10 256 362 443 3 4 0.442 0.188 4 8 368 521 638 7 8 0.601 0.219 5 5 501 708 867 Flats 1 1 2 1 4 0.375 0.0722 1 9 313 442 541 Submitter Information Verification 2 1 4 0.5 0.0722 1 9 417 589 722 2 3 8 0.75 0.1082 2 8 625 884 1083 Submitter Full Name: Matthew Klaus Organization: National Fire Protection Assoc Street Address: City: State: Zip: Submittal Date: Mon Jun 30 18:08:22 EDT 2014 Committee Statement Committee Statement: Response Message: NFPA 13, per Section 9.3.5.4.3, specifies that the maximum allowable load for braces be established based on the weakest component. Depending upon the geometry of a particular brace fitting, this weakest component may result in an actual horizontal failure load at an angle other than 90 degrees that is less than would be found by dividing the failure load at 90 degrees by the factor given in Table 9.3.5.2.3. Testing a brace fitting at multiple angles is needed to confirm that the listed load rating at 90 degrees is conservative.
National Fire Protection Association Report http://submittals.nfpa.org/terraviewweb/contentfetcher?commentpara... 07 of 303 10/7/2014 12:51 PM Second Revision No. 15-NFPA 13-2014 [ Section No. 9.3.5.12 ] 9.3.5.12* Fasteners.
National Fire Protection Association Report http://submittals.nfpa.org/terraviewweb/contentfetcher?commentpara... 08 of 303 10/7/2014 12:51 PM 9.3.5.12.1*
National Fire Protection Association Report http://submittals.nfpa.org/terraviewweb/contentfetcher?commentpara... 09 of 303 10/7/2014 12:51 PM For individual fasteners, the loads determined in 9.3.5.9 shall not exceed the allowable loads provided in Figure 9.3.5.12.1 Figure 9.3.5.12.1(a), Figure 9.3.5.12.1(b), and Table 9.3.5.12.1(a) through Table 9.3.5.12.1(j) unless alternate allowable loads are determined and certified by a registered professional engineer. Figure 9.3.5.12.1(a) Maximum Loads for Various Types of Structures and Maximum Loads for Various Types of Fasteners to Structures. Loading Perpendicular to Structural Member Figure 9.3.5.12.1(b) Loading Parallel to Structural Member Table 9.3.5.12.1(a) Wedge Anchors in 3000 psi Sand Lightweight Cracked Concrete on Metal Deck Diameter Embedment A B C D E F G H I Pr 2.75 3.99 Pr 1.01 1.73 Pr 0.63 0.84 3 8 2 48 105 176 1 2 2 3 8 68 147 246 5 8 3 1 8 93 190 307 Pr 0.645 1.01 Pr 1.09 1.46 Pr 1.59 2.30 Pr 0.64 0.81 Pr 0.64 0.81 Pr 0.64 0.81
National Fire Protection Association Report http://submittals.nfpa.org/terraviewweb/contentfetcher?commentpara... 10 of 303 10/7/2014 12:51 PM Diameter Diameter Embedment Embedment A B C D E F G H I A B C D E F G H I Pr 4.00 5.22 Pr 1.74 2.45 Pr 0.85 1.05 3 8 2 36 79 152 1 2 2 3 8 51 111 212 5 8 3 1 8 71 146 268 Diameter Embedment Pr 1.02 1.37 Pr 1.47 1.82 Pr 2.31 3.02 Pr 0.82 0.99 Pr 0.82 0.99 A B C D E F G H I Pr 5.23 6.46 Pr 2.46 3.17 Pr 1.06 1.26 3 8 2 29 60 133 1 2 2 3 8 41 85 187 5 8 3 1 8 57 118 238 Pr 1.38 1.74 Pr 1.83 2.19 * Pr = prying factor range. (Refer to A.9.3.5.12.1 for additional information.) Table 9.3.5.12.1(b) Wedge Anchors in 3000 psi Lightweight Cracked Concrete Diameter Diameter Embedment Pr 3.03 3.73 Pr 0.99 1.16 Pr 0.99 1.16 A B C D E F G H I Pr 2.75 3.99 Pr 1.01 1.73 Pr 0.63 0.84 Pr 0.645 1.01 Pr 1.09 1.46 Pr 1.59 2.30 Pr 0.64 0.81 Pr 0.64 0.81 Pr 0.82 0.99 Pr 0.99 1.16 Pr 0.64 0.81 3 8 2 49 89 130 85 99 87 82 106 121 1 2 2 3 8 68 122 177 117 135 119 112 144 164 5 8 3 1 4 109 193 277 182 213 190 175 225 257 3 4 4 1 4 156 287 428 287 319 272 280 354 401 Embedment A B C D E F G H I Diameter Pr 4.00 5.22 Pr 1.74 2.45 Pr 0.85 1.05 Pr 1.02 1.37 Pr 1.47 1.82 Pr 2.31 3.02 Pr 0.82 0.99 Pr 0.82 0.99 Pr 0.82 0.99 3 8 2 40 71 117 76 87 70 78 98 111 1 2 2 3 8 55 97 160 104 118 95 106 134 152 5 8 3 1 4 88 155 252 163 188 153 166 210 238 3 4 4 1 8 124 227 384 253 278 215 263 327 367 Embedment A B C D E F G H I Pr 5.23 6.46 Pr 2.46 3.17 Pr 1.06 1.26 Pr 1.38 1.74 Pr 1.83 2.19 Pr 3.03 3.73 Pr 0.99 1.16 Pr 0.99 1.16 Pr 0.99 1.16 3 8 2 32 59 107 68 77 57 74 92 103 1 2 2 3 8 45 81 146 94 105 79 101 126 141 5 8 3 1 4 73 130 230 148 167 127 158 197 222 3 4 4 1 8 100 187 348 226 246 174 249 306 340 * Pr = prying factor range. (Refer to A.9.3.5.12.1 for additional information.) Table 9.3.5.12.1(c) Wedge Anchors in 3000 psi Normal Weight Cracked Concrete Diameter Diameter Embedment A B C D E F G H I Pr 2.75 3.99 Pr 1.01 1.73 Pr 0.63 0.84 Pr 0.645 1.01 Pr 1.09 1.46 Pr 1.59 2.30 Pr 0.64 0.81 Pr 0.64 0.81 Pr 0.64 0.81 3 8 2 83 150 217 143 165 146 138 177 202 1 2 3 5 8 204 358 509 334 394 355 320 412 472 5 8 3 7 8 236 419 602 397 462 411 382 490 559 3 4 4 1 8 261 479 713 478 532 454 467 590 667 Embedment A B C D E F G H I Pr 4.00 5.22 Pr 1.74 2.45 Pr 0.85 1.05 Pr 1.02 1.37 Pr 1.47 1.82 Pr 2.31 3.02 Pr 0.82 0.99 Pr 0.82 0.99 Pr 0.82 0.99 3 8 2 67 120 196 128 145 117 131 165 186 1 2 3 5 8 165 289 463 300 348 287 303 385 437 5 8 3 7 8 191 336 546 356 407 331 362 457 517
National Fire Protection Association Report http://submittals.nfpa.org/terraviewweb/contentfetcher?commentpara... 11 of 303 10/7/2014 12:51 PM Diameter Embedment A B C D E F G H I 3 4 4 1 8 207 379 639 422 464 359 438 545 611 Diameter Embedment A B C D E F G H I Pr 5.23 6.46 Pr 2.46 3.17 Pr 1.06 1.26 Pr 1.38 1.74 Pr 1.83 2.19 Pr 3.03 3.73 Pr 0.99 1.16 Pr 0.99 1.16 3 8 2 55 99 179 115 129 96 124 155 173 1 2 3 5 8 139 242 425 272 311 241 289 363 409 5 8 3 7 8 158 281 500 321 362 275 344 430 482 3 4 4 1 8 167 313 579 377 410 291 415 509 566 * Pr = prying factor range. (Refer to A.9.3.5.12.1 for additional information.) Table 9.3.5.12.1(d) Wedge Anchors in 4000 psi Normal Weight Cracked Concrete Diameter Embedment A B C D E F G H I Pr 2.75 3.99 Pr 1.01 1.73 Pr 0.63 0.84 Pr 0.645 1.01 Pr 1.09 1.46 Pr 1.59 2.30 Pr 0.64 0.81 Pr 0.64 0.81 Pr 0.99 1.16 Pr 0.64 0.81 3 8 2 97 175 255 169 193 169 163 208 237 1 2 3 5 8 209 377 551 366 417 363 354 451 513 5 8 3 7 8 266 463 653 427 508 463 407 526 603 3 4 4 1 8 302 554 825 554 615 525 541 683 773 Diameter Embedment A B C D E F G H I Pr Pr Pr Pr Pr Pr Pr Pr Pr 3 8 2 78 140 230 150 170 136 154 194 219 1 2 3 5 8 168 300 497 326 365 291 334 419 472 5 8 3 7 8 216 375 595 385 450 375 387 493 560 3 4 4 1 8 240 438 740 489 536 415 508 631 707 Diameter Embedment A B C D E F G H I Pr Pr Pr Pr Pr Pr Pr Pr Pr 3 8 2 64 116 210 135 151 111 146 182 203 1 2 3 5 8 137 249 452 292 324 238 317 393 439 5 8 3 7 8 181 315 547 350 403 315 370 465 525 3 4 4 1 8 193 362 670 436 474 336 480 589 655 * Pr = prying factor range. (Refer to A.9.3.5.12.1 for additional information.) Table 9.3.5.12.1(e) Wedge Anchors in 6000 psi Normal Weight Cracked Concrete Diameter Embedment A B C D E F G H I Pr 2.75 3.99 Pr 1.01 1.73 Pr 0.63 0.84 Pr 0.645 1.01 Pr 1.09 1.46 Pr 1.59 2.30 Pr 0.64 0.81 Pr 0.64 0.81 Pr 0.64 0.81 3 8 2 125 222 319 210 244 217 202 259 296 1 2 3 5 8 256 462 675 449 511 445 435 553 629 5 8 3 7 8 326 568 800 523 622 567 499 644 739 3 4 4 1 8 370 679 1011 678 754 643 663 837 947 Diameter Embedment A B C D E F G H I Pr Pr Pr Pr Pr Pr Pr Pr Pr 3 8 2 100 178 289 188 215 175 191 242 274 1 2 3 5 8 206 368 609 399 448 357 410 514 579 5 8 3 7 8 265 460 729 472 551 459 474 604 687 3 4 4 1 8 294 537 906 599 657 509 622 774 867 Diameter Embedment A B C D E F G H I Pr Pr Pr Pr Pr Pr Pr Pr Pr 3 8 2 83 148 264 170 191 145 182 227 255 1 2 3 5 8 168 306 554 358 397 291 389 482 538 5 8 3 7 8 223 386 670 429 493 387 453 570 644
National Fire Protection Association Report http://submittals.nfpa.org/terraviewweb/contentfetcher?commentpara... 12 of 303 10/7/2014 12:51 PM Diameter Embedment A B C D E F G H I 3 4 4 1 8 237 443 822 535 581 412 589 722 803 * Pr = prying factor range. (Refer to A.9.3.5.12.1 for additional information.) Table 9.3.5.12.1(f) Undercut Anchors in 3000 psi Normal Weight Concrete Diameter Embedment A B C D E F G H I 3 8 4 685 1106 1714 989 1106 1187 1171 1571 1849 1 2 5 855 1479 2552 1473 1479 1483 1975 2582 2988 5 8 7 1 2 1153 2041 3675 2121 2041 1997 3022 3902 4478 Table 9.3.5.12.1(g) Connections to Steel (Values Assume Bolt Perpendicular to Mounting Surface) Diameter of Unfinished Steel Bolt 1 4 3 8 A B C D E F G H I A B C D E F G H I 400 500 600 300 500 650 325 458 565 900 1200 1400 800 1200 1550 735 1035 1278 Diameter of Unfinished Steel Bolt 1 2 5 8 A B C D E F G H I A B C D E F G H I 1600 2050 2550 1450 2050 2850 1300 1830 2260 2500 3300 3950 2250 3300 4400 2045 2880 3557 Table 9.3.5.12.1(h) Through-Bolts in Sawn Lumber or Glue-Laminated Timbers (Load Perpendicular to Grain) Bolt Diameter 1 2 5 8 3 4 Length of Bolt in Timber 1 1 2 2 1 2 3 1 2 5 1 2 A B C D E F G H I A B C D E F G H I A B C D E F G H I 115 165 200 135 230 395 130 215 310 135 190 235 155 270 460 155 255 380 155 220 270 180 310 530 170 300 450 140 200 240 160 280 480 165 275 410 160 225 280 185 320 550 190 320 495 180 255 310 205 360 615 215 365 575 175 250 305 200 350 600 200 330 485 200 285 345 230 400 685 235 405 635 220 310 380 255 440 755 260 455 730 - - - - - - - - - 280 395 485 325 560 960 315 515 735 310 440 535 360 620 1065 360 610 925 Table 9.3.5.12.1(i) Lag Screw and Lag Bolts in Wood (Load Perpendicular to Grain Holes Predrilled Using Good Practice) Lag Bolt Diameter 3 8 1 2 3 8 3 1 2 Length of 4 1 Bolt 2 in 5 Timber 1 2 6 1 2 A B C D E F G H I A B C D E F G H I A B C D E F G H I 165 190 200 170 220 310 80 120 170 - - - - - - - - - - - - - - - - - - 180 200 200 175 235 350 80 120 170 300 355 380 315 400 550 145 230 325 - - - - - - - - - 190 200 200 175 245 380 80 120 170 320 370 380 320 420 610 145 230 325 435 525 555 425 550 775 195 320 460 195 205 200 175 250 400 80 120 170 340 375 380 325 435 650 145 230 325 465 540 555 430 570 840 195 320 460 Table 9.3.5.12.1(j) Specific Gravity Multiplier Specific Gravity of Wood Multiplier 0.36 thru 0.49 1.17 0.50 thru 0.65 1.25 0.66 thru 0.73 1 1/2 Note: Wood fastener maximum capacity values are based on 2001 National Design Specifications (NDS) for wood with a specific gravity of 0.35. Values for other types of wood can be obtained by multiplying the values given in Table 9.3.5.12.1(f) through Table 9.3.5.12.1(i) by the factors given in this table.
National Fire Protection Association Report http://submittals.nfpa.org/terraviewweb/contentfetcher?commentpara... 13 of 303 10/7/2014 12:51 PM 9.3.5.12.2 The type of fasteners used to secure the bracing assembly to the structure shall be limited to those shown in Figure 9.3.5.12.1(a), Figure 9.3.5.12.1(b), and Table 9.3.5.12.1(a) through Table 9.3.5.12.1(j) or to listed devices. 9.3.5.12.3* For connections to wood, through-bolts with washers on each end shall be used, unless the requirements of 9.3.5.12.4 are met. 9.3.5.12.4 Where it is not practical to install through-bolts due to the thickness of the wood member in excess of 12 in. (305 mm) or inaccessibility, lag screws shall be permitted and holes shall be pre-drilled 1 8 in. (3.2 mm) smaller than the maximum root diameter of the lag screw. 9.3.5.12.5 Holes for through-bolts and similar listed attachments shall be 1 16 in. (1.6 mm) greater than the diameter of the bolt. 9.3.5.12.6 The requirements of 9.3.5.12 shall not apply to other fastening methods, which shall be acceptable for use if certified by a registered professional engineer to support the loads determined in accordance with the criteria in 9.3.5.9. 9.3.5.12.6.1 Calculations shall be submitted where required by the authority having jurisdiction. 9.3.5.12.7 Concrete Anchors. 9.3.5.12.7.1* Concrete anchors shall be prequalified for seismic applications in accordance with ACI 355.2, Qualification of Post-Installed Mechanical Anchors in Concrete and Commentary, and installed in accordance with the manufacturer's instructions. 9.3.5.12.7.2 Concrete anchors other than those shown in Figure 9.3.5.12.1 shall be acceptable for use where designed in accordance with the requirements of the building code and certified by a registered professional engineer. Allowable concrete anchor loads shall be determined based upon the prying factor associated with the specific upper seismic brace attachment fitting to the structure. (A) Sway brace manufacturers shall provide prying factors based on geometry of the fitting and the brace orientation angles A through I as shown in Figure 9.3.5.12.1(a), Figure 9.3.5.12.1(b), and Table 9.3.5.12.1(a) through Table 9.3.5.12.1(j). 9.3.5.12.7.3 For each brace orientation angle range, the prying factor shall be taken as the largest value associated with the minimum and maximum angles within that range. (A) Where the prying factor for the fitting is unknown, the largest prying factor value in Figure 9.3.5.12.1(a), Figure 9.3.5.12.1(b), and Table 9.3.5.12.1(a) through Table 9.3.5.12.1(j) for the specific condition based on the brace angle A through I shall be used. 9.3.5.12.7.4 Concrete anchors other than those shown in Figure 9.3.5.12.1(a), Figure 9.3.5.12.1(b), and Table 9.3.5.12.1(a) through Table 9.3.5.12.1(j) shall be acceptable for use where designed in accordance with the requirements of the building code and certified by a registered professional engineer. Supplemental Information File Name Tables_9.3.5.1.12_f_through_j.pdf Wedge_Anchor_Tables.docx 13_SR_15_Table_9.3.5.12.1_f_.docx 13_SR_15_Table_9.3.5.12.1_g_.docx 13_SR_15_Table_9.3.5.12.1_h_.docx 13_SR_15_Table_9.3.5.12.1_i_.docx 13_SR_15_Table_9.3.5.12.1_j_.docx 13_SR_15_A_9_3_5_12_edited_REV_MJK_.docx 13_SR_15_Tables_9.3.5.12.1_a_b_and_c_.xlsx 13_SR_15_Table_9.3.5.12.1_d_.xlsx 13_SR_15_Table_9.3.5.12.1_e_.xlsx Description Tables 9.3.5.12.1 (a) through (e) Submitter Information Verification Submitter Full Name: [ Not Specified ] Organization: [ Not Specified ] Street Address: City:
National Fire Protection Association Report http://submittals.nfpa.org/terraviewweb/contentfetcher?commentpara... 14 of 303 10/7/2014 12:51 PM State: Zip: Submittal Date: Sun Jun 22 18:05:56 EDT 2014 Committee Statement Committee Statement: The building code references ASCE/SEI 7-10 Minimum Design Loads for Buildings and Other Structures for structural design criteria. NFPA 13 is adopted as a reference standard by ASCE/SEI 7-10, and the seismic design provisions of NFPA 13 have are deemed to comply with the requirements of ASCE/SEI 7-10. This is a great advantage, because it means the designs per NFPA 13 may be accepted by building officials as completely code compliant. To maintain this status, the seismic provisions of NFPA 13 must be periodically reexamined to verify that changes in ASCE/SEI 7 are accounted for in NFPA 13. This proposal is the first significant revision to the NFPA 13 requirements for concrete anchors since the 2007 edition. It accounts for significant changes in the design of attachment for nonstructural components that were adopted with Supplement 1 of ASCE/SEI 7-10 in 2013. The most significant change is the requirement that loads for attachment of nonstructural components to concrete or masonry be amplified by a factor of 2.5. In addition, the load factor used in NFPA 13 for converting from strength design to allowable stress design forces required updating. Finally, the current allowable loads for concrete anchors do not correctly account for a load factor for attachments of 1.3 that was required in ASC/SEI 7-05, which has been increased to 2.5 as noted above. Addressing these issues results in substantially lower allowable load carrying capacities of the concrete anchors in the Fig. 9.3.5.12.1 Tables but it must be done in order to insure that NFPA 13 preserves its standing as a code-compliant Standard. To mitigate the effects of these changes, a more refined design approach is offered, that allows the user to take advantage of connection hardware with favorable geometry, which reduces the prying factor applied to tension loads. In prior editions of NFPA 13, a worst-case prying factor was assumed when generating the allowable loads in Figure 9.3.5.12.1. In this proposal, allowable anchor loads are provided for three ranges of prying factors. By selecting of efficient connection hardware, the allowable anchor loads can be substantially increased. The proposal includes the following changes: Section 2.3.2: Updates the references to the latest edition of ASCE 7. Section 3.11: Adds a definition of prying factor. Section 9.3.5.12.1: Specifically permits an engineer to come up with their own allowable anchor loads. Given that Fig. 9.3.5.12.1 uses lower bound assumptions for the allowable anchor tension and shear capacities and conservative assumptions regarding brace and connection geometry, an engineered design for the anchors may yield substantially higher allowable loads. Section 9.3.5.12.7: Adds procedures for using the revised Fig. 9.3.5.12.1. Revisions to Figure 9.3.5.12.1 New tables for wedge anchor allowable loads in different types of concrete conditions. Revision to Annex A.9.3.5.12: Expanded and corrected coverage of the anchor allowable load provisions New Annex E.7: Provides step by step procedures and examples for determining allowable loads for wedge anchors, shows how the generic Fig. 9.3.5.12.1 concrete anchor table values were calculated, and provides instruction to the user for performing specific calculations that may yield more beneficial results. Revised Fig. 9.3.5.12.1 anchor tables and related annex information were unanimously passed at the 2016 NFPA-13 2nd Draft Meeting. Response Message: Public Comment No. 298-NFPA 13-2014 [Section No. 9.3.5.12.7.1]
Table 9.3.5.12.1 (a) Table 9.3.5.12.1 (b)
Table 9.3.5.12.1 (c) Table 9.3.5.12.1 (d)
Table 9.3.5.12.1 (e)
Undercut Anchors in 3000 psi Normal Weight Concrete Diameter Embedment A B C D E F G H I 3/8 4 685 1106 1714 989 1106 1187 1171 1571 1849 ½ 5 855 1479 2552 1473 1479 1483 1975 2582 2988 5/8 7 1/2 1153 2041 3675 2121 2041 1997 3022 3902 4478
Connections to Steel (Values Assume Bolt Perpendicular to Mounting Surface) Diameter of Unfinished Steel Bolt 1/4 3/8 A B C D E F G H I A B C D E F G H I 400 500 600 300 500 650 325 458 565 900 1200 1400 800 1200 1550 735 1035 1278 Diameter of Unfinished Steel Bolt 1/2 5/8 A B C D E F G H I A B C D E F G H I 1600 2050 2550 1450 2050 2850 1300 1830 2260 2500 3300 3950 2250 3300 4400 2045 2880 3557
Length of Bolt in Timber (in). Through Bolts in Saw Lumber or Glue Laminated Timbers (Load Perpendicular to Grain) Bolt Diameter 1/2 5/8 3/4 A B C D E F G H I A B C D E F G H I A B C D E F G H I 1 ½ 115 165 200 135 230 395 130 215 310 135 190 235 155 270 460 155 255 380 155 220 270 180 310 530 170 300 450 2 ½ 140 200 240 160 280 480 165 275 410 160 225 280 185 320 550 190 320 495 180 255 310 205 360 615 215 365 575 3 ½ 175 250 305 200 350 600 200 330 485 200 285 345 230 400 685 235 405 635 220 310 380 255 440 755 260 455 730 5 ½ 280 395 485 325 560 960 315 515 735 310 440 535 360 620 1065 360 610 925
Length of Bolt in Timber Lag Screw and Lag Bolts in Wood (Load Perpendicular to Grain Holes Predrilled Using Good Practice) Lag Bolt Diameter 3/8 1/2 5/8 A B C D E F G H I A B C D E F G H I A B C D E F G H I 3 ½ 165 190 200 170 220 310 80 120 170 4 ½ 180 200 200 175 235 350 80 120 170 300 355 380 315 400 550 145 230 325 5 ½ 190 200 200 175 245 380 80 120 170 320 370 380 320 420 610 145 230 325 435 525 555 425 550 775 195 320 460 6 ½ 195 205 200 175 250 400 80 120 170 340 375 380 325 435 650 145 230 325 465 540 555 430 570 840 195 320 460
Specific Gravity of Wood Multiplier 0.36 thru 0.49 1.17 0.50 thru 0.65 1.25 0.66 thru 0.73 1.50
A.9.3.5.12 Current fasteners for anchoring to concrete are referred to as post installed anchors. There are several types of post installed anchors, including expansion anchors, chemical or adhesive anchors, and undercut anchors. The criteria in Figure 9.3.5.12.1(a) and Figure 9.3.5.12.1(b) and Table 9.3.5.12.1(a) through Table 9.3.5.12.1(j) are based on the use of wedge expansion anchors and undercut anchors. Use of other anchors in concrete should be in accordance with the listing provisions of the anchor. Anchorage designs are usable under ASD methods. Values in Table 9.3.5.12.1(a) through Table 9.3.5.12.1(j) are based on an 8 to 1 safety factor in tension and a 4 to 1 safety factor in shear for allowable loads ultimate strength design values obtained using the procedures in Annex D of ACI 318, Building Code Requirements for Structural Concrete and Commentary, which are then adjusted for allowable stress design. Wedge anchors are torque controlled expansion anchors that are set by applying a torque to the anchor s nut, which causes the anchor to rise while the wedge stays in place. This causes the wedge to be pulled onto a coned section of Formatted: Not Highlight Formatted: Not Highlight Formatted: Not Highlight
the anchor and presses the wedge against the wall of the hole. Undercut anchors might or might not be torque controlled. Typically, the main hole is drilled, a special second drill bit is inserted into the hole, and flare is drilled at the base of the main hole. Some anchors are self drilling and do not require a second drill bit. The anchor is then inserted into the hole and, when torque is applied, the bottom of the anchor flares out into the flared hole, and a mechanical lock is obtained. Consideration should be given with respect to the position near the edge of a slab and the pacing of anchors. Typically ffor full capacity in Figure 9.3.5.12.1(a) and Figure 9.3.5.12.1(b) and Table 9.3.5.12.1(a) through Table 9.3.5.12.1(j), the edge distance, should be 1 1 2 mes the embedment and 3 times the embedment for the spacing between anchors, and the thickness of concrete should conform to the anchor manufacturer s recommendations. COMP: Replace Section A.9.3.5.12.1 with the following (retain all figures):
A.9.3.5.12.1 The values for the wedge anchor tables and the undercut anchor tables have been developed using the following formula: 1.2 COMP: Add equation number [A.9.3.5.12.1a] COMP: Please make the allow in two places in the above equation subscript. where: T = applied service tension load including the effect of prying (Fpw x Pr) Fpw = horizontal earthquake load Pr = prying factor based on fitting geometry and brace angle from vertical Tallow = allowable service tension load V = applied service shear load Vallow = allowable service shear load T/Tallow should not exceed 1.0. V/Vallow should not exceed 1.0.
The allowable tension and shear loads come from the anchor manufacturer s published data. As required in Supplement 1 of ASCE/SEI 7, Minimum Design Loads for Buildings and Other Structures, the design loads have been amplified by an overstrength factor of 2.5, and the allowable strength of the anchors has been increased by a factor of 1.2. As the effect of prying on the applied tension is also to develop appropriate load values, the applied tension equation, including the prying effect, varies with the orientation of the fastener in relationship to the brace necessary at various brace angles. The letters A through D in the following equations are the dimensions of the anchors as indicated in Figure A.9.3.5.12.1(a) through Figure A.9.3.5.12.1(c). where: Cr = critical angle at which prying flips to the toe or the heel of the structure attachment fitting Pr = prying factor for service tension load effect of prying TanӨ = tangent of brace angle from vertical For anchor orientations A, B, and C, the applied tension, including the effect of prying (Pr), is as follows: [A.9.3.5.12.1b]
For braces acting in tension, Cr < brace angle from vertical is as follows: / [A.9.3.5.12.1c] ϴ Cr > Brace angle from vertical is as follows: [A.9.3.5.12.1d] ϴ / For braces acting in compression, Cr < brace angle from vertical is as follows: / [A.9.3.5.12.1e] ϴ Cr > brace angle from vertical is as follows: / [A.9.3.5.12.1f] ϴ
For anchor orientations D, E, and F, the applied tension, including the effect of prying (Pr), is as follows: For braces acting in tension, [A.9.3.5.12.1g] Cr < brace angle from vertical is as follows: / [A.9.3.5.12.1h] ϴ Cr > brace angle from vertical is as follows: [A.9.3.5.12.1i] / For braces acting in compression, Formatted: Font: Italic Cr < brace angle from vertical is as follows: / [A.9.3.5.12.1j] ϴ Cr > brace angle from vertical is as follows: / [A.9.3.5.12.1k] ϴ
For anchor orientations G, H, and I the applied tension, including the effect of prying (Pr), is as follows: [A.9.3.5.12.1l]
Table 9.3.5.12.1(a) Diameter Embedment Wedge Anchors in 3000 psi Sand Lightweight Cracked Concrete on Metal Deck A B C D E F G H I Pr 2.75-3.99 Pr 1.01-1.73 Pr 0.63-0.84 Pr 0.645 1.01 Pr 1.09 1.46 Pr 1.59 2.30 Pr 0.64 0.81 Pr 0.64 0.81 Pr 0.64 0.81 3/8 2 48 105 176 1/2 2 3/8 68 147 246 5/8 3 1/8 93 190 307 Diameter Embedment A B C D E F G H I Pr 4.00-5.22 Pr 1.74-2.45 Pr 0.85-1.05 Pr 1.02 1.37 Pr 1.47 1.82 Pr 2.31 3.02 Pr 0.82 0.99 Pr 0.82 0.99 Pr 0.82 0.99 3/8 2 36 79 152 1/2 2 3/8 51 111 212 5/8 3 1/8 71 146 268 Diameter Embedment A B C D E F G H I Pr 5.23 6.46 Pr 2.46 3.17 Pr 1.06 1.26 Pr 1.38 1.74 Pr 1.83 2.19 Pr 3.03 3.73 Pr 0.99 1.16 Pr 0.99 1.16 Pr 0.99 1.16 3/8 2 29 60 133 1/2 2 3/8 41 85 187 5/8 3 1/8 57 118 238 Table 9.3.5.12.1(b) Diameter Embedment Wedge Anchors in 3000 psi Lightweight Cracked Concrete A B C D E F G H I Pr 2.75 3.99 Pr 1.01 1.73 Pr 0.63 0.84 Pr 0.645 1.01 Pr 1.09 1.46 Pr 1.59 2.30 Pr 0.64 0.81 Pr 0.64 0.81 Pr 0.64 0.81 3/8 2 49 89 130 85 99 87 82 106 121 1/2 2 3/8 68 122 177 117 135 119 112 144 164 5/8 3 1/4 109 193 277 182 213 190 175 225 257 3/4 4 1/8 156 287 428 287 319 272 280 354 401 Diameter Embedment A B C D E F G H I Pr 4.00 5.22 Pr 1.74 2.45 Pr 0.85 1.05 Pr 1.02 1.37 Pr 1.47 1.82 Pr 2.31 3.02 Pr 0.82 0.99 Pr 0.82 0.99 Pr 0.82 0.99 3/8 2 40 71 117 76 87 70 78 98 111 1/2 2 3/8 55 97 160 104 118 95 106 134 152 5/8 3 1/4 88 155 252 163 188 153 166 210 238 3/4 4 1/8 124 227 384 253 278 215 263 327 367 Diameter Embedment A B C D E F G H I Pr 5.23 6.46 Pr 2.46 3.17 Pr 1.06 1.26 Pr 1.38 1.74 Pr 1.83 2.19 Pr 3.03 3.73 Pr 0.99 1.16 Pr 0.99 1.16 Pr 0.99 1.16 3/8 2 32 59 107 68 77 57 74 92 103 1/2 2 3/8 45 81 146 94 105 79 101 126 141 5/8 3 1/4 73 130 230 148 167 127 158 197 222 3/4 4 1/8 100 187 348 226 246 174 249 306 340 Table 9.3.5.12.1(c) Diameter Embedment Wedge Anchors in 3000 psi Normal Weight Cracked Concrete A B C D E F G H I Pr 2.75 3.99 Pr 1.01 1.73 Pr 0.63 0.84 Pr 0.645 1.01 Pr 1.09 1.46 Pr 1.59 2.30 Pr 0.64 0.81 Pr 0.64 0.81 Pr 0.64 0.81 3/8 2 83 150 217 143 165 146 138 177 202 1/2 3 5/8 204 358 509 334 394 355 320 412 472 5/8 3 7/8 236 419 602 397 462 411 382 490 559 3/4 4 1/8 261 479 713 478 532 454 467 590 667 Diameter Embedment A B C D E F G H I Pr 4.00 5.22 Pr 1.74 2.45 Pr 0.85 1.05 Pr 1.02 1.37 Pr 1.47 1.82 Pr 2.31 3.02 Pr 0.82 0.99 Pr 0.82 0.99 Pr 0.82 0.99 3/8 2 67 120 196 128 145 117 131 165 186 1/2 3 5/8 165 289 463 300 348 287 303 385 437 5/8 3 7/8 191 336 546 356 407 331 362 457 517 3/4 4 1/8 207 379 639 422 464 359 438 545 611 Diameter Embedment A B C D E F G H I Pr 5.23 6.46 Pr 2.46 3.17 Pr 1.06 1.26 Pr 1.38 1.74 Pr 1.83 2.19 Pr 3.03 3.73 Pr 0.99 1.16 Pr 0.99 1.16 Pr 0.99 1.16 3/8 2 55 99 179 115 129 96 124 155 173 1/2 3 5/8 139 242 425 272 311 241 289 363 409 5/8 3 7/8 158 281 500 321 362 275 344 430 482 3/4 4 1/8 167 313 579 377 410 291 415 509 566
Table 9.3.5.12.1(d) Wedge Anchors in 4000 psi Normal Weight Cracked Concrete Diameter Embedment A B C D E F G H I Pr 2.75 3.99 Pr 1.01 1.73 Pr 0.63 0.84 Pr 0.645 1.01 Pr 1.09 1.46 Pr 1.59 2.30 Pr 0.64 0.81 Pr 0.64 0.81 Pr 0.64 0.81 3/8 2 97 175 255 169 193 169 163 208 237 1/2 3 5/8 209 377 551 366 417 363 354 451 513 5/8 3 7/8 266 463 653 427 508 463 407 526 603 3/4 4 1/8 302 554 825 554 615 525 541 683 773 Diameter A B C D E F G H I Pr Pr Pr Pr Pr Pr Pr Pr Pr 3/8 2 78 140 230 150 170 136 154 194 219 1/2 3 5/8 168 300 497 326 365 291 334 419 472 5/8 3 7/8 216 375 595 385 450 375 387 493 560 3/4 4 1/8 240 438 740 489 536 415 508 631 707 A B C D E F G H I Diameter Embedment Embedment Pr Pr Pr Pr Pr Pr Pr Pr Pr 3/8 2 64 116 210 135 151 111 146 182 203 1/2 3 5/8 137 249 452 292 324 238 317 393 439 5/8 3 7/8 181 315 547 350 403 315 370 465 525 3/4 4 1/8 193 362 670 436 474 336 480 589 655 * Pr = prying factor range. (Refer to Annex for additional information.)
Table 9.3.5.12.1(e) Wedge Anchors in 6000 psi Normal Weight Cracked Concrete Diameter Embedment A B C D E F G H I Pr 2.75 3.99 Pr 1.01 1.73 Pr 0.63 0.84 Pr 0.645 1.01 Pr 1.09 1.46 Pr 1.59 2.30 Pr 0.64 0.81 Pr 0.64 0.81 Pr 0.64 0.81 3/8 2 1/4 125 222 319 210 244 217 202 259 296 1/2 3 5/8 256 462 675 449 511 445 435 553 629 5/8 3 7/8 326 568 800 523 622 567 499 644 739 3/4 4 1/8 370 679 1011 678 754 643 663 837 947 Diameter A B C D E F G H I Pr Pr Pr Pr Pr Pr Pr Pr Pr 3/8 2 1/4 100 178 289 188 215 175 191 242 274 1/2 3 5/8 206 368 609 399 448 357 410 514 579 5/8 3 7/8 265 460 729 472 551 459 474 604 687 3/4 4 1/8 294 537 906 599 657 509 622 774 867 A B C D E F G H I Diameter Embedment Embedment Pr Pr Pr Pr Pr Pr Pr Pr Pr 3/8 2 1/4 83 148 264 170 191 145 182 227 255 1/2 3 5/8 168 306 554 358 397 291 389 482 538 5/8 3 7/8 223 386 670 429 493 387 453 570 644 3/4 4 1/8 237 443 822 535 581 412 589 722 803 ctor range. (Refer to Annex for additional information.)
National Fire Protection Association Report http://submittals.nfpa.org/terraviewweb/contentfetcher?commentpara... 15 of 303 10/7/2014 12:51 PM Second Revision No. 17-NFPA 13-2014 [ Section No. 9.3.6.4 ] 9.3.6.4* Branch lines shall be laterally restrained at intervals not exceeding those specified in Table 9.3.6.4(a) or Table 9.3.6.4(b) based on branch line diameter and the value of C p. Table 9.3.6.4(a) Maximum Spacing (ft), of Steel Pipe Restraints Seismic Coefficient, C p Pipe C p 0.50 0.5 < C p 0.71 0.71 < C P 1.40 C P 1.40 1 2 34 29 20 18 3 4 38 32 23 20 1 43 36 26 22 1 1 4 46 39 27 24 1 1 2 49 41 29 25 2 53 45 31 27 Note: For SI values, 1 in = 25.4 mm Table 9.3.6.4(b) Maximum Spacing (ft), of CPVC, Copper, and Copper Pipe Red Brass Pipe Restraints Seismic Coefficient C p Pipe C p 0.50 0.5 < C p 0.71 0.71 < C P 1.40 C P 1.40 1 2 26 22 16 13 3 4 31 26 18 15 1 34 28 20 17 1 1 4 37 31 22 19 1 1 2 40 34 24 20 2 45 38 27 23 Note: For SI values, 1 in in. = 25.4 mm mm. Submitter Information Verification Submitter Full Name: [ Not Specified ] Organization: [ Not Specified ] Street Address: City: State: Zip: Submittal Date: Sun Jun 22 19:01:41 EDT 2014 Committee Statement Committee Statement: This change adds red brass piping to the revised table for branch line restraints. Response Message:
National Fire Protection Association Report http://submittals.nfpa.org/terraviewweb/contentfetcher?commentpara... 16 of 303 10/7/2014 12:51 PM Second Revision No. 12-NFPA 13-2014 [ Section No. 9.3.8 ] 9.3.8* Pipe Stands Subject to Earthquakes. 9.3.8.1 In areas where the horizontal force factor exceeds 0.5 W p, pipe stands over 4 ft (1.2 m) in height shall be certified by a registered professional engineer to be adequate for the seismic forces. 9.3.8.2 Where seismic protection is provided, concrete anchors used to secure pipe stands to their base bases shall be in accordance with ACI 355.2, Qualification of Post-Installed Mechanical Anchors in Concrete and Commentary, and shall be installed in accordance with manufacturer s instructions. 9.3.8.3 Pipe saddles shall not be used to attach the system piping to the pipe stand. Submitter Information Verification Submitter Full Name: [ Not Specified ] Organization: [ Not Specified ] Street Address: City: State: Zip: Submittal Date: Sun Jun 22 17:27:15 EDT 2014 Committee Statement Committee Statement: This revision was created to correlate with the revisions in SR-11 regarding pipe stand installations. Response Message:
National Fire Protection Association Report http://submittals.nfpa.org/terraviewweb/contentfetcher?commentpara... 83 of 303 10/7/2014 12:51 PM Second Revision No. 151-NFPA 13-2014 [ Section No. A.9.3.5.5.10.1(1) ]
National Fire Protection Association Report http://submittals.nfpa.org/terraviewweb/contentfetcher?commentpara... 84 of 303 10/7/2014 12:51 PM A.9.3.5.5.10.1(1)
National Fire Protection Association Report http://submittals.nfpa.org/terraviewweb/contentfetcher?commentpara... 85 of 303 10/7/2014 12:51 PM Figure A.9.3.5.5.10.1(1)(a) and Figure A.9.3.5.5.10.1(1)(b) are examples of how to measure the distance between the top of pipe and the point of attachment. Figure A.9.3.5.5.10.1(1)(a) Measurement for Distance Between Top of Pipe and Point of Attachment (Example 1). Figure A.9.3.5.5.10.1(1)(b) Measurement for Distance Between Top of Pipe and Point of Attachment (Example 2).
National Fire Protection Association Report http://submittals.nfpa.org/terraviewweb/contentfetcher?commentpara... 86 of 303 10/7/2014 12:51 PM Supplemental Information File Name rod_rule_revised-wood.1400250247967.pdf rod_rule_revised-steel.1400250213476.pdf Description Submitter Information Verification Submitter Full Name: Matthew Klaus Organization: National Fire Protection Assoc Street Address: