national fire protection association report pipe stands are used to support system piping, ......

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 Description

13_Metrification_-_AUT-HBS.xlsx HBS Metric Spreadsheet

Submitter Information Verification

Submitter Full Name: [ Not Specified ]

Organization: [ Not Specified ]

Street Address:

City:

State:

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Submittal Date: Wed Jun 18 16:03:37 EDT 2014

Committee Statement

CommitteeStatement:

The conversions proposed for the 2016 edition will be based on a soft conversion scheme as opposed to thetraditional hard conversion. The attached spreadsheet provides the proposed conversion.

ResponseMessage:

National Fire Protection Association Report http://submittals.nfpa.org/TerraViewWeb/ContentFetcher?commentPara...

5 of 303 10/7/2014 12:51 PM

English (in.) 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

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


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


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

Piping Equivalents Conversion Factors (T.1.6.1.3)

Length

Area, Volume

Other

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 theupper seismic brace attachment fitting and the structure.




Street Address:

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Submittal Date: Sun Jun 22 17:41:00 EDT 2014

Committee Statement

CommitteeStatement:

The term prying factor has been added to the standard in several location for the 2016 edition. This revision is intendedto provide direction to the user on how the term "prying factor" is used throughout the standard. For more information onthe use of the term , see SR 15.

ResponseMessage:


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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.




Street Address:

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Committee Statement

CommitteeStatement:

As proposed in the first draft, this section mandates the use of slots when using angle iron for trapeze hangers It is notthe intent to mandate slots, only to provide this design guidance where slots are used.Using multiple washers is commonpractice and there is no indication that the use of multiple washers will cause a failure. Removing this language wouldhave been overly conservative.

ResponseMessage:

Public Comment No. 123-NFPA 13-2014 [Section No. 9.1.1.7.9]




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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 of9.2.6.1.2 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 tothe 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 ofpiping 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) orTable 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 pipestand, 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 shallalso 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 incompliance 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 aremet .

Table 9.2.6.3.1 Maximum Pipe Stand Heights

System Pipe D iameter*Pipe Stand Diameter†

11⁄2 in. 2 in. 21⁄2 in. 3 in. 4 in.

11⁄2 in. 10 ft 14 ft 18 ft 28 ft 30 ft

2 in. 8 ft 12 ft 16 ft 26 ft 30 ft

21⁄2 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) diameterpipe 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 beingsupported

(2)

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.

* The pipe stand shall be axially loaded


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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, orcast-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 baseplate 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 pipestands 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) asmeasured 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 theavailable 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 )

NominalDiameterof PipeBeing

Supported(in.)

1 1 1 ⁄4 1 1 ⁄2 2 2 1 ⁄2 3 3 1 ⁄2 4 5 6 8

SectionModulus –Schedule10 Steel

0.22 0.22 0.24 0.25 0.27 0.30 0.32 0.34 0.41 0.48 0.68

SectionModulus –Schedule40 Steel

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 loadfrom 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 captop.

9.2.6.7.1

Where required, pipe stands used in exterior applications shall be made of galvanized steel or other suitable corrosion-resistant 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.



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13_SR_11_Table_9.2.6.5.3_edited.docx

13_SR_11_A_9_2_6_edited_rev_MJK_.docx




Street Address:

City:

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Committee Statement

CommitteeStatement:

Short pipe stands that commonly support headers, piping near backflow preventers or piping near fire pumps have beenaddressed allowing for traditional practices to remain when the height is not more than 4 feet. A figure was included tomake sure the user understands that these short pipe stands do not allow for a cantilever support that would applyeccentric 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 somescenarios. Discussions of poor practices in the field led to a minimum number of anchors and a minimum anchor sizebeing 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. Forthese 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 alsopermits the cap to be connected by means other than threading.

ResponseMessage:


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Table 9.2.6.5.3 Required Section Modulus for Pipe Stand Horizontal Support Arms (in3)

Nominal

Diameter of

Pipe Being

Supported

(in.)

1 1 ¼ 1 ½ 2 2 ½ 3 3 ½ 4 5 6 8

Section

Modulus —

Schedule 10

Steel

0.22 0.22 0.24 0.25 0.27 0.30 0.32 0.34 0.41 0.48 0.68

Section

Modulus —

Schedule 40

Steel

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).

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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.

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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.

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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

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}}

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 thebuilding structure or other systems’ piping shall be at least 2 in. (50 mm). No clearance shall be required where piping issupported by holes through structural members as permitted by 9.1.1.6.4 .




Street Address:

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Committee Statement

CommitteeStatement:

This is a return to the language of the 2013 edition. This requirement would place an unreasonable burden onsprinkler installers by requiring them to maintain clearances from equipment and systems that are not under theircontrol.

ResponseMessage:

Public Comment No. 289-NFPA 13-2014 [Section No. 9.3.4.10]


93 of 303 10/7/2014 12:51 PM


9.3.4.11*

The installed clearance between sprinklers (drops and sprigs) and structural members not used collectively or independently tosupport the sprinklers, or from equipment attached to the building structure, or from other systems’ piping a sprinkler andstructural elements not used collectively or independently to support the sprinklers shall be at least 3 in. (75 80 mm) in alldirections 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.



13_SR_6_A.9.3.4.11_edited.docx




Street Address:

City:

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Committee Statement

CommitteeStatement:

The new section as approved at the first draft meeting is too onerous and essentially impossible in certaininstallations where there are multiple additional trades (Hospitals).

ResponseMessage:

Public Comment No. 126-NFPA 13-2014 [Section No. 9.3.4.11]


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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.


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 installationswhere the brace is less than 90 degrees from vertical.

Table 9.3.5.2.3 Listed Horizontal Load Adjustment

Brace Angle Degrees

from VerticalAllowable Horizontal Load

30 to 44 Listed load rating divided by 2.000



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 andconfirmed 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.



13_SR_140_A.9.3.5.2.3_edited.docx


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

CommitteeStatement:

NFPA 13, per Section 9.3.5.4.3, specifies that the maximum allowable load for braces be established based on theweakest component. Depending upon the geometry of a particular brace fitting, this weakest component may result in anactual horizontal failure load at an angle other than 90 degrees that is less than would be found by dividing the failure loadat 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 thelisted load rating at 90 degrees is conservative.

ResponseMessage:



95 of 303 10/7/2014 12:51 PM

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.


9.3.5.5.2*


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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), Table9.3.5.5.2(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 pw ) in Zone of Influence (lb), (Fy F y = 30 ksi) Schedule 10 Steel Pipe

Pipe (in.)Lateral Sway Brace Spacing (ft)a

20b 25b 30c 35c 40d

1 111 89 73 63 52

11⁄4 176 141 116 99 83

11⁄2 241 193 158 136 114

2 390 312 256 219 183

21⁄2 641 513 420 360 301

3 966 773 633 543 454

31⁄2 1281 1025 840 720 603

4 1634 1307 1071 918 769

5 2814 2251 1844 1581 1324

6 and largere 4039 3231 2647 2269 1900

Note: ASTM A106 Grade B or ASTM A53 Grade B has an Fy = 35 ksi. An Fy = 30 ksi was used also as a conservative value

to account for differences in material properties as well as other operational stresses.

aThe tables for the maximum load, Fpw, in zone of influence are based on specific configurations of mains and branch lines.

bAssumes branch lines at center of pipe span and near each support.

cAssumes branch lines at third-points of pipe span and near each support.

dAssumes branch lines at quarter-points of pipe span and near each support.

eLarger diameter pipe can be used when justified by engineering analysis.

Table 9.3.5.5.2(b) Maximum Load (Fpw F pw ) in Zone of Influence (lb), (Fy F y = 30 ksi) Schedule 40 Steel Pipe


20b 25b 30c 35c 40d

1 121 97 79 68 57

11⁄4 214 171 140 120 100

11⁄2 306 245 201 172 144

2 520 416 341 292 245

21⁄2 984 787 645 553 463

3 1597 1278 1047 897 751

31⁄2 2219 1775 1455 1247 1044

4 2981 2385 1954 1675 1402

5 5061 4049 3317 2843 2381

6 and largere 7893 6314 5173 4434 3713








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 (in.) Lateral Sway Brace Spacing (ft)a


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20b 25b 30c 35c 40d

1 71 56 46 40 33

11⁄4 116 93 76 65 55

11⁄2 154 124 101 87 73

2 246 197 161 138 116

21⁄2 459 367 301 258 216

3 691 552 453 388 325

31⁄2 910 728 597 511 428

4e 1160 928 760 652 546








Table 9.3.5.5.2(d) Maximum Load (Fpw F pw ) in Zone of Influence (lb), (Fy F y = 8 ksi) CPVC Pipe


20b 25b 30c 35c 40d

3⁄4 15 12 10 8 7

1 28 22 18 15 13

11⁄4 56 45 37 30 26

11⁄2 83 67 55 45 39

2 161 129 105 87 76

21⁄2 286 229 188 154 135

3 516 413 338 278 243





Table 9.3.5.5.2(e) Maximum Load (Fpw F pw ) in Zone of Influence (lb), (Fy F y = 30 ksi) Type M Copper Tube (with

Soldered Joints)


20b 25b 30c 35c 40d

3⁄4 16 13 10 9 8

1 29 24 19 16 14

11⁄4 53 42 35 28 25

11⁄2 86 69 56 46 41

2e 180 144 118 97 85






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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 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 (lbs), ( F y = 9ksi) Type M Copper Tube (with Brazed Joints)


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 bases on specific configurations of mains and branchlines.





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)


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.





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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 themanufacturer.

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 allowableload shall be based on the smallest pipe size within the zone of influence.



13_SR_16_Table_9.3.5.5.2_f_edited.docx

13_SR_16_Table_9.3.5.5.2_g_edited.docx




Street Address:

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Committee Statement

CommitteeStatement:

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, thesimplified 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 7-10considers brass piping with brazed connections ductile. The strength design stress is in the piping is 0.90Fy. WhileASCE/SEI 7-10 allows a Response Factor Rp = 9, the value of Rp for the brazed piping was taken as 4.5, to becompatible the current design simplified design approach.

ResponseMessage:


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Table 9.3.5.5.2(f) Maximum Load (Fpw) in Zone of Influence

(lb), (Fy = 9 ksi) Type M Copper Tube (with Brazed Joints)

Lateral Sway Spacing (ft)a Diameter 20a 25b 30c 35c 40d

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

2e 70 56 46 39 33 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(g) Maximum Load (Fpw) in Zone of Influence

(lb), (Fy = 9 ksi) Red Brass Pipe (with Brazed Joints)

Lateral Sway Spacing (ft)a Diameter 20a 25b 30c 35c 40d

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

2e 272 218 178 153 128 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.


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 9.3.5.5.10.1forbranch 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)

(2) Seventy-five At least 75 percent of all the hangers on the branch line shall meet, and not more than two consecutivehangers 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)

(2) Seventy-five At least 75 percent of all the hangers on the main shall meet, and not more than two consecutive hangersshall 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 (Cp) shall not exceed 1.0 0.5 .

(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 mainsserving them in 9.3.5.9.6 .




Street Address:

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Committee Statement

CommitteeStatement:

This section was revised to delete the limitation on two consecutive hangers in both sections 9.3.5.5.10.1 (3) and9.3.5.5.10.2 (3). Furthermore the Cp value in 9.3.5.5.10.2 (4) was reduced from cp=1.0 to Cp=0.5.

ResponseMessage:

Public Comment No. 329-NFPA 13-2014 [New Section after 9.3.5.5.10.2]


* The branch lines shall be individually supported within 6 in. (152 mm) of the structure, measured between the top of thepipe and the point of attachment to the building structure.

* The main piping shall be individually supported within 6 in. (152 mm) of the structure, measured between the top of thepipe and the point of attachment to the building structure.


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9.3.5.11.8


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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 braceangles 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 Fy = 36 ksi

Area

(in.2)Least Radius ofGyration (r) (in.)

Maximum Horizontal Load (lb)

Maximum Lengthfor l/r = 100

Brace Angle

Brace Shape andSize (in.)

ft in.

30° to 44°

Angle fromVertical

45° to 59°

Angle fromVertical

60° to 90°

Angle fromVertical

Pipe

Schedule40

1 0.494 0.421 3 6 3,150 4,455 5,456

11⁄4 0.669 0.540 4 6 4,266 6,033 7,389

11⁄2 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

Angles11⁄2 ×

11⁄2 × 1⁄40.688 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

21⁄2 × 2× 1⁄4

1.06 0.424 3 6 6,760 9,560 11,708

21⁄2 ×21⁄2 × 1⁄4

1.19 0.491 4 1 7,589 10,732 13,144

3 × 21⁄2× 1⁄4

1.31 0.528 4 4 8,354 11,814 14,469

3 × 3 ×1⁄4

1.44 0.592 4 11 9,183 12,987 15,905

Rods 3⁄8 0.07 0.075 0 7 446 631 773

(allthread)

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 2,2863⁄4 0.309 0.157 1 3 1,970 2,787 3,4137⁄8 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

(threadedat

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 3,3913⁄4 0.442 0.188 1 6 2,819 3,986 4,8827⁄8 0.601 0.219 1 9 3,833 5,420 6,638

Flats 11⁄2 × 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 y = 36 ksi

Area



MaximumLength for

l/r = 200 Brace Angle

Brace Shape andSize (in.) ft in.

30° to 44°

Angle fromVertical

45° to 59°

Angle fromVertical

60° to 90°

Angle fromVertical

Pipe 1 0.494 0.421 7 0 926 1310 1604

Schedule40

11⁄4 0.669 0.540 9 0 1254 1774 2173

11⁄2 0.799 0.623 10 4 1498 2119 2595

2 1.07 0.787 13 1 2006 2837 3475


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Area



MaximumLength for

l/r = 200 Brace Angle

Brace Shape andSize (in.) ft in.

30° to 44°

Angle fromVertical

45° to 59°

Angle fromVertical

60° to 90°

Angle fromVertical

Angles11⁄2 × 11⁄2

× 1⁄40.688 0.292 4 10 1290 1824 2234

2 × 2 ×1⁄4

0.938 0.391 6 6 1759 2487 3046

21⁄2 × 2 ×1⁄4

1.06 0.424 7 0 1988 2811 3442

21⁄2 × 21⁄2× 1⁄4

1.19 0.491 8 2 2231 3155 3865

3 × 21⁄2 ×1⁄4

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

(allthread)

1⁄2 0.129 0.101 1 8 242 342 419

5⁄8 0.207 0.128 2 1 388 549 6723⁄4 0.309 0.157 2 7 579 819 10047⁄8 0.429 0.185 3 0 804 1138 1393

Rods 3⁄8 0.11 0.094 1 6 206 292 357

(threadedat

1⁄2 0.196 0.125 2 0 368 520 637

ends only) 5⁄8 0.307 0.156 2 7 576 814 9973⁄4 0.442 0.188 3 1 829 1172 14357⁄8 0.601 0.219 3 7 1127 1594 1952

Flats 11⁄2 × 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 y = 36 ksi

Area



MaximumLength for

l/r = 300

Brace Angle


ft in.

30° to 44°

Angle fromVertical

45° to 59°

Angle fromVertical

60° to 90°

Angle fromVertical

Pipe 1 0.494 0.421 10 6 412 582 713

Schedule40

11⁄4 0.669 0.540 13 6 558 788 966

11⁄2 0.799 0.623 15 6 666 942 1153

2 1.07 0.787 19 8 892 1261 1544

Angles11⁄2 × 11⁄2

× 1⁄40.688 0.292 7 3 573 811 993

2 × 2 ×1⁄4

0.938 0.391 9 9 782 1105 1354

21⁄2 × 2 ×1⁄4

1.06 0.424 10 7 883 1249 1530

21⁄2 × 21⁄2× 1⁄4

1.19 0.491 12 3 992 1402 1718

3 × 21⁄2 ×1⁄4

1.31 0.528 13 2 1092 1544 1891


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Area



MaximumLength for

l/r = 300

Brace Angle


ft in.

30° to 44°

Angle fromVertical

45° to 59°

Angle fromVertical

60° to 90°

Angle fromVertical

3 × 3 ×1⁄4

1.44 0.592 14 9 1200 1697 2078

Rods 3⁄8 0.07 0.075 1 10 58 82 101

(allthread)

1⁄2 0.129 0.101 2 6 108 152 186

5⁄8 0.207 0.128 3 2 173 244 2993⁄4 0.309 0.157 3 11 258 364 4467⁄8 0.429 0.185 4 7 358 506 619

Rods 3⁄8 0.11 0.094 2 4 92 130 159

(threadedat

1⁄2 0.196 0.125 3 1 163 231 283

ends only) 5⁄8 0.307 0.156 3 10 256 362 4433⁄4 0.442 0.188 4 8 368 521 6387⁄8 0.601 0.219 5 5 501 708 867

Flats 11⁄2 × 1⁄4 0.375 0.0722 1 9 313 442 541

2 × 1⁄4 0.5 0.0722 1 9 417 589 722

2 × 3⁄8 0.75 0.1082 2 8 625 884 1083




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Committee Statement

CommitteeStatement:

NFPA 13, per Section 9.3.5.4.3, specifies that the maximum allowable load for braces be established based on theweakest component. Depending upon the geometry of a particular brace fitting, this weakest component may result in anactual horizontal failure load at an angle other than 90 degrees that is less than would be found by dividing the failure loadat 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 thelisted load rating at 90 degrees is conservative.

ResponseMessage:


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9.3.5.12* Fasteners.


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9.3.5.12.1*


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For individual fasteners, the loads determined in 9.3.5.9 shall not exceed the allowable loads provided in Figure9.3.5.12.1 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 alternateallowable 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 ofFasteners 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(in.)

Embedment(in.)

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 1761 ⁄2 2 3 ⁄8 68 147 2465 ⁄8 3 1 ⁄8 93 190 307


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Diameter(in.)

Embedment(in.)

A B C D E F G H I

Diameter(in.)

Embedment(in.)

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 1521 ⁄2 2 3 ⁄8 51 111 2125 ⁄8 3 1 ⁄8 71 146 268

Diameter(in.)

Embedment(in.)

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 1331 ⁄2 2 3 ⁄8 41 85 1875 ⁄8 3 1 ⁄8 57 118 238

* 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(in.)

Embedment(in.)

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 1211 ⁄2 2 3 ⁄8 68 122 177 117 135 119 112 144 1645 ⁄8 3 1 ⁄4 109 193 277 182 213 190 175 225 2573 ⁄4 4 1 ⁄4 156 287 428 287 319 272 280 354 401

Diameter(in.)

Embedment(in.)

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 1111 ⁄2 2 3 ⁄8 55 97 160 104 118 95 106 134 1525 ⁄8 3 1 ⁄4 88 155 252 163 188 153 166 210 2383 ⁄4 4 1 ⁄8 124 227 384 253 278 215 263 327 367

Diameter(in.)

Embedment(in.)

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 1031 ⁄2 2 3 ⁄8 45 81 146 94 105 79 101 126 1415 ⁄8 3 1 ⁄4 73 130 230 148 167 127 158 197 2223 ⁄4 4 1 ⁄8 100 187 348 226 246 174 249 306 340


Table 9.3.5.12.1(c) Wedge Anchors in 3000 psi Normal Weight Cracked Concrete

Diameter(in.)

Embedment(in.)

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 2021 ⁄2 3 5 ⁄8 204 358 509 334 394 355 320 412 4725 ⁄8 3 7 ⁄8 236 419 602 397 462 411 382 490 5593 ⁄4 4 1 ⁄8 261 479 713 478 532 454 467 590 667

Diameter(in.)

Embedment(in.)

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 1861 ⁄2 3 5 ⁄8 165 289 463 300 348 287 303 385 4375 ⁄8 3 7 ⁄8 191 336 546 356 407 331 362 457 517


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Diameter(in.)

Embedment(in.)

A B C D E F G H I

3 ⁄4 4 1 ⁄8 207 379 639 422 464 359 438 545 611

Diameter(in.)

Embedment(in.)

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 1731 ⁄2 3 5 ⁄8 139 242 425 272 311 241 289 363 4095 ⁄8 3 7 ⁄8 158 281 500 321 362 275 344 430 4823 ⁄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(in.)

Embedment(in.)

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 2371 ⁄2 3 5 ⁄8 209 377 551 366 417 363 354 451 5135 ⁄8 3 7 ⁄8 266 463 653 427 508 463 407 526 6033 ⁄4 4 1 ⁄8 302 554 825 554 615 525 541 683 773

Diameter(in.)

Embedment(in.)

A B C D E F G H I

Pr Pr Pr Pr Pr Pr Pr Pr Pr3 ⁄8 2 78 140 230 150 170 136 154 194 2191 ⁄2 3 5 ⁄8 168 300 497 326 365 291 334 419 4725 ⁄8 3 7 ⁄8 216 375 595 385 450 375 387 493 5603 ⁄4 4 1 ⁄8 240 438 740 489 536 415 508 631 707

Diameter(in.)

Embedment(in.)

A B C D E F G H I



Table 9.3.5.12.1(e) Wedge Anchors in 6000 psi Normal Weight Cracked Concrete

Diameter(in.)

Embedment(in.)

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 2961 ⁄2 3 5 ⁄8 256 462 675 449 511 445 435 553 6295 ⁄8 3 7 ⁄8 326 568 800 523 622 567 499 644 7393 ⁄4 4 1 ⁄8 370 679 1011 678 754 643 663 837 947

Diameter(in.)

Embedment(in.)

A B C D E F G H I


Diameter(in.)

Embedment(in.)

A B C D E F G H I

Pr Pr Pr Pr Pr Pr Pr Pr Pr3 ⁄8 2 83 148 264 170 191 145 182 227 2551 ⁄2 3 5 ⁄8 168 306 554 358 397 291 389 482 5385 ⁄8 3 7 ⁄8 223 386 670 429 493 387 453 570 644


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Diameter(in.)

Embedment(in.)

A B C D E F G H I

3 ⁄4 4 1 ⁄8 237 443 822 535 581 412 589 722 803


Table 9.3.5.12.1(f) Undercut Anchors in 3000 psi Normal Weight Concrete

Diameter(in.)

Embedment(in.)

A B C D E F G H I

3 ⁄8 4 685 1106 1714 989 1106 1187 1171 1571 18491 ⁄2 5 855 1479 2552 1473 1479 1483 1975 2582 29885 ⁄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 (in.)

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 (in.)1 ⁄2 5 ⁄8


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 (in.)

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

LengthofBoltinTimber(in.)

11 ⁄2

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

21 ⁄2

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

31 ⁄2

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

51 ⁄2

- - - - - - - - - 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 (in.)

3 ⁄8 1 ⁄2 3 ⁄8


LengthofBoltinTimber(in.)

31 ⁄2

165 190 200 170 220 310 80 120 170 - - - - - - - - - - - - - - - - - -

41 ⁄2

180 200 200 175 235 350 80 120 170 300 355 380 315 400 550 145 230 325 - - - - - - - - -

51 ⁄2

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

61 ⁄2

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 aspecific 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.


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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 Figure9.3.5.12.1(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 aremet.

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) orinaccessibility, lag screws shall be permitted and holes shall be pre-drilled 1⁄8 in. (3.2 mm) smaller than the maximum rootdiameter 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 aregistered 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-InstalledMechanical 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 accordancewith the requirements of the building code and certified by a registered professional engineer. Allowable concrete anchor loadsshall be determined based upon the prying factor associated with the specific upper seismic brace attachment fitting to thestructure.

(A)

Sway brace manufacturers shall provide prying factors based on geometry of the fitting and the brace orientation angles Athrough 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 andmaximum 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) , Figure9.3.5.12.1(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 Athrough 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) throughTable 9.3.5.12.1(j) shall be acceptable for use where designed in accordance with the requirements of the building code andcertified by a registered professional engineer.



Tables_9.3.5.1.12_f_through_j.pdf

Wedge_Anchor_Tables.docx Tables 9.3.5.12.1 (a) through (e)

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




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Committee Statement

CommitteeStatement:

The building code references ASCE/SEI 7-10 Minimum Design Loads for Buildings and Other Structures for structuraldesign criteria. NFPA 13 is adopted as a reference standard by ASCE/SEI 7-10, and the seismic design provisions of NFPA13 have are deemed to comply with the requirements of ASCE/SEI 7-10. This is a great advantage, because it means thedesigns per NFPA 13 may be accepted by building officials as completely code compliant. To maintain this status, theseismic provisions of NFPA 13 must be periodically reexamined to verify that changes in ASCE/SEI 7 are accounted for inNFPA 13.

This proposal is the first significant revision to the NFPA 13 requirements for concrete anchors since the 2007 edition. Itaccounts for significant changes in the design of attachment for nonstructural components that were adopted withSupplement 1 of ASCE/SEI 7-10 in 2013. The most significant change is the requirement that loads for attachment ofnonstructural components to concrete or masonry be amplified by a factor of 2.5. In addition, the load factor used in NFPA13 for converting from strength design to allowable stress design forces required updating. Finally, the current allowableloads for concrete anchors do not correctly account for a load factor for attachments of 1.3 that was required in ASC/SEI7-05, 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 advantageof connection hardware with favorable geometry, which reduces the prying factor applied to tension loads. In prior editionsof NFPA 13, a worst-case prying factor was assumed when generating the allowable loads in Figure 9.3.5.12.1. In thisproposal, allowable anchor loads are provided for three ranges of prying factors. By selecting of efficient connectionhardware, 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 conservativeassumptions regarding brace and connection geometry, an engineered design for the anchors may yield substantiallyhigher 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 userfor 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 2ndDraft Meeting.

ResponseMessage:

Public Comment No. 298-NFPA 13-2014 [Section No. 9.3.5.12.7.1]


114 of 303 10/7/2014 12:51 PM

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 (in.)

Embedment (in.)

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)


1/4 3/8


400 500 600 300 500 650 325 458 565 900 1200 1400 800 1200 1550 735 1035 1278


1/2 5/8


1600 2050 2550 1450 2050 2850 1300 1830 2260 2500 3300 3950 2250 3300 4400 2045 2880 3557

Through‐Bolts in Saw Lumber or Glue‐Laminated Timbers (Load Perpendicular to Grain)

Length of Bolt in

Timber (in).

Bolt Diameter (in.)

1/2 5/8 3/4


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

Lag Screw and Lag Bolts in Wood (Load Perpendicular to Grain – Holes Predrilled Using Good Practice)

Length of Bolt in

Timber (in.)

Lag Bolt Diameter (in.)

3/8 1/2 5/8


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



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:

ϴ/ [A.9.3.5.12.1c]

Cr > Brace angle from vertical is as follows:

ϴ/ [A.9.3.5.12.1d]

For braces acting in compression,


ϴ/ [A.9.3.5.12.1e]

Cr > brace angle from vertical is as follows:

ϴ/ [A.9.3.5.12.1f]

For anchor orientations D, E, and F, the applied tension, including the effect of prying (Pr), is as follows:

[A.9.3.5.12.1g]

For braces acting in tension,


ϴ/ [A.9.3.5.12.1h]


/ [A.9.3.5.12.1i]

For braces acting in compression,


ϴ/ [A.9.3.5.12.1j]


ϴ/ [A.9.3.5.12.1k]

Formatted: Font: Italic

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)

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

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

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)

A B C D E F G H I


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

A B C D E F G H I


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

A B C D E F G H I


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)

A B C D E F G H I


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

A B C D E F G H I


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

A B C D E F G H I


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

Diameter (in.) Embedment

(in.)


(in.)


(in.)


(in.)


(in.)

Wedge Anchors in 3000 psi Normal Weight Cracked Concrete


(in.)

Wedge Anchors in 3000 psi Lightweight Cracked Concrete


(in.)

Wedge Anchors in 3000 psi Sand Lightweight Cracked Concrete on Metal Deck


(in.)


(in.)

Table 9.3.5.12.1(d)

A B C D E F G H I

Pr

2.75–3.99Pr 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

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


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.)

Diameter

(in.)

Embedment

(in.)


Diameter

(in.)

Embedment

(in.)

Diameter

(in.)

Embedment

(in.)

Table 9.3.5.12.1(e)

A B C D E F G H I

Pr

2.75–3.99Pr 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

A B C D E F G H I


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


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

* Pr = Prying factor range. (Refer to Annex for additional information.)

Diameter

(in.)

Embedment

(in.)


Diameter

(in.)

Embedment

(in.)

Diameter

(in.)

Embedment

(in.)


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) basedon branch line diameter and the value of Cp.

Table 9.3.6.4(a) Maximum Spacing (ft), of Steel Pipe Restraints

Seismic Coefficient, Cp

Pipe (in.) Cp ≤ 0.50 0.5 < Cp≤ 0.71 0.71 < CP ≤ 1.40 CP ≥ 1.40

1⁄2 34 29 20 183⁄4 38 32 23 20

1 43 36 26 22

11⁄4 46 39 27 24

11⁄2 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 Cp

Pipe (in.) Cp ≤ 0.50 0.5 < Cp ≤ 0.71 0.71 < CP ≤ 1.40 CP ≥ 1.40

1⁄2 26 22 16 133⁄4 31 26 18 15

1 34 28 20 17

11⁄4 37 31 22 19

11⁄2 40 34 24 20

2 45 38 27 23

Note: For SI values, 1 in in. = 25.4 mm mm.




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Committee Statement

Committee Statement: This change adds red brass piping to the revised table for branch line restraints.

Response Message:


115 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 Wp, 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 accordancewith ACI 355.2, Qualification of Post-Installed Mechanical Anchors in Concrete and Commentary, and shall be installed inaccordance with manufacturer’s instructions.

9.3.8.3

Pipe saddles shall not be used to attach the system piping to the pipe stand.




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Committee Statement

Committee Statement: This revision was created to correlate with the revisions in SR-11 regarding pipe stand installations.

Response Message:


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Second Revision No. 151-NFPA 13-2014 [ Section No. A.9.3.5.5.10.1(1) ]


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A.9.3.5.5.10.1(1)


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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 ofpipe 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).


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rod_rule_revised-wood.1400250247967.pdf

rod_rule_revised-steel.1400250213476.pdf




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Submittal Date: Wed Jul 02 07:25:43 EDT 2014

Committee Statement

CommitteeStatement:

The so-called “6 inch rod rule” is often misapplied. This proposal and accompanying drawings clarifies the intentand proper application of the rule.

ResponseMessage:

Public Comment No. 300-NFPA 13-2014 [Section No. A.9.3.5.5.10.1(1)]


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Wood Beam

6 inch max.

6 inch max.

Second Revision No. 9-NFPA 13-2014 [ Section No. A.9.3.5.9.6.1 ]

A.9.3.5.9.6.1

Where the Cp is 1.0 or greater, the calculation should be done for any length riser nipple. The loads in this condition can rapidly

exceed the yield strength. Where steel Schedule 10 steel and Schedule 40 pipe are used, the section modulus can be foundin Table 9.1.1.7.1(b).

Table A.9.3.5.9.6.1 Required Yield Strength Calculation Based on Riser Nipple Length on C p

Seismic Coefficient

C p ≤ 0.50 C p < 0.67 C p < 1.0 C p > 1.0

Riser NippleLength

>4 ft (1.2 m) X X X X

≤4 ft (1.2 m) X X X

≤3 ft (915 mm) X X

≤2 ft (610 mm) X

Note: Conditions marked X are required to satisfy the equation provided in 9.3.5.9.6.1.



Table_A.9.3.5.9.6.1-SR-9.docx




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Committee Statement

CommitteeStatement:

This table clarifies the circumstances under which the allowable yield strength (Fy) must be calculated using theequation provided in 9.3.5.9.6.1 and the conditions under which it is deemed to comply without calculation according tothe three combinations of riser nipple length and seismic coefficient provided in that section.

ResponseMessage:

Public Comment No. 292-NFPA 13-2014 [Section No. A.9.3.5.9.6.1]


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Table A.9.3.5.9.6.1/SR-9

Seismic Coefficient

C p ≤ 0.50 Cp < 0.67 Cp < 1.0 Cp > 1.0

Riser Nipple Length

>4 ft (1.2 m) X X X X

≤4 ft (1.2 m) X X X

≤3 ft (915 mm) X X

≤2 ft (610 mm) X

Note: Conditions marked X are required to satisfy the equation provided in 9.3.5.9.6.1.

Second Revision No. 142-NFPA 13-2014 [ Section No. A.9.3.5.11.8 ]

A.9.3.5.11.8

These certified allowable horizontal loads must include a minimum safety factor of 1.5 against the ultimate break strength ofthe brace components and then be further reduced according to the brace angles.




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Committee Statement

Committee Statement: Annex text relocated to A.9.3.5.2.3 as part of revisions to certified load revision.

Response Message:


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Second Revision No. 164-NFPA 13-2014 [ New Section after E.6 ]

E.7 Allowable Loads for Concrete Wedge Anchors.

The following sections provide step-by-step examples of the procedures for determining the allowable loads for wedgeanchors as they are found in Figure 9.3.5.12.1(a) Figure 9.3.5.12.1(b) , and Table 9.3.5.12.1(a) through Table9.3.5.12.1(j) .

E.7.1 Procedure For Selecting a Wedge Anchor Using 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).

Step 1. Determine the ASD horizontal earthquake load, F pw (0.70 F p ).

Step 1a. Calculate the weight of the water-filled pipe within the zone of influence of the brace.

Step 1b. Find the applicable seismic coefficient, C p , in Table 9.3.5.9.3 ,

Step 1c. Multiply the zone of influence weight by C p to determine the ASD horizontal earthquake load, F pw .

Step 2. Select a concrete anchor from Figure 9.3.5.12.1(a) through Table 9.3.5.12.1(g) with an allowable ASD horizontalearthquake load that is greater than the calculated ASD horizontal earthquake load, F pw , from Step 1.

Step 2a. Locate the correct table in Figure 9.3.5.12.1(a) for the applicable concrete strength.

Step 2b. Find the column in the selected table for the applicable fastener orientation (A through I) and the appropriateprying factor.

Step 2c. Scan down the fastener orientation column to find a concrete anchor diameter, embedment depth, and ASDhorizontal earthquake load, F pw , that is greater than the calculated ASD horizontal earthquake load, F pw , from Step 1.

Alternative Step 2. Select an AC 355.2, Qualification of Post-Installed Mechanical Anchors in Concrete and Commentary ,seismically prequalified concrete anchor with a horizontal load carrying capacity that exceeds the calculated F pw , with

calculations based on seismic shear and tension values taken from an ICC-ES report and calculated in accordance withAppendix D of ACI 318, Building Code Requirements for Structural Concrete and Commentary , and adjusted to ASD valuesmultiplied by 1.2, and then divided by 2.5 to account for the overstrength requirement in SEI/ACSE 7, Minimum DesignLoads of Buildings and Other Structures .

Example:

Step 1. Zone of influence, F pw

Step 1a. 40 ft. of 2 1 ⁄2 in Sch. 10 pipe plus 15 percent fitting allowance

40 × 5.89 lb/ft × 1.15 = 270.94 lb

Step 1b. Seismic coefficient, C p , from Table 9.3.5.9.3

C p = 0.35

Step 1c. F pw = 0.35 × 270.94 = 94.8 lb

Step 2. Select a concrete anchor from Figure 9.3.5.12.1(a) through Table 9.3.5.12.1(g) .

Step 2a. See Table 9.3.5.12.1(d) for 4000 psi normal weight concrete.

Step 2b. Fastener orientation A — assume the manufacturer’s prying factor is 3.0 for the fitting. Use the Pr range of 2.75to 3.99.

Step 2c. Allowable F pw on 1 ⁄2 in. diameter with 3 5 ⁄8 in. embedment = 209 lb and is greater than the calculated F pwof 94.8 lb.


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E.7.2 Calculation of ASD Horizontal Earthquake Load ( F pw ) Carrying Capacity of Concrete Wedge Anchors Using 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).


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Step 1. Determine the allowable seismic tension value ( Tallow ) and the allowable seismic shear value ( V allow ) for the

anchor in the anchor manufacturer’s ESR-Report tables.

Step 1a. Find the ASD seismic tension value ( Tallow ) for the anchor according to the strength of concrete, the diameter of

the anchor, and the embedment depth of the anchor. Multiply the ASD tension value by 1.2.

Step 1b. Find the ASD seismic shear value ( V allow ) for the anchor according to the strength of concrete, the diameter of

the anchor, and the embedment depth of the anchor. Multiply the ASD shear value by 1.2.

Step 2. Calculate the applied seismic tension value ( T ) and the applied seismic shear value ( V ) based on the calculatedhorizontal earthquake load, F pw .

Step 2a. Calculate the combination brace angle and fastener orientation applied tension factor, including the effects ofprying ( Pr ), using the following formulas:

For fastener orientations A, B, and C:

[E.7.2a]

For fastener orientations D, E, and F:

[E.7.2b]

For fastener orientations G, H, and I:

[E.7.2c]

Step 2b. Calculate the ASD applied seismic tension value ( T ) on the anchor, including the effects of prying and whenapplied at the applicable brace angle from vertical and the fastener orientation (A through I), using the following formula:

[E.7.2d]

Step 2c. Calculate the ASD applied seismic shear value ( V ) on the anchor, when applied at the applicable brace anglefrom vertical and the fastener orientation (A through I), using the following formulas:


[E.7.2e]


[E.7.2f]


[E.7.2g]

Step 3. Calculate the maximum allowable horizontal earthquake load, F pw , using the following formula:

[E.7.2h]

Example:

Step 1. Determine the allowable seismic tension value ( Tallow ) and the allowable seismic shear value ( V allow ) for a

concrete anchor 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) .

Step 1a. ASD seismic tension value ( T allow ) for a 1 ⁄2 in. carbon steel anchor with 3 5 ⁄8 in. embedment depth in 4000

psi normal weight concrete is 1.2 × 743 lb = 892 lb.

Step 1b. ASD seismic shear value ( V allow ) for a 1 ⁄2 in. carbon steel anchor with 3 5 ⁄8 in. embedment is 1.2 × 677 lb =

812 lb.

Step 2. Using the applied seismic tension value ( T ) and the applied seismic shear value ( V ) based on an ASD horizontalearthquake load ( F pw ) of 94.8 lb, a 30-degree brace angle from vertical and fastener orientation A.

Step 2a. Calculate the ASD applied seismic tension value ( T ) on the anchor (see Figure E.7.2 ) , including the effects ofprying, using the following formula:

[E.7.2i]

Figure E.7.2 Concrete Anchor Example.


301 of 303 10/7/2014 12:51 PM

where:

T = applied service tension load, including the effect of prying

F pw = horizontal earthquake load ( F pw = 94.8)

Tan = tangent of brace angle from vertical ( Tan θ 30 degrees = 0.5774)

A = 0.7500

B = 1.5000

C = 2.6250

D = 1.0000

[E.7.2j]

where:

T =

T = ( F pw (5.8452 – 1.0))/0.75

T = ( F pw ((5.8452) – 1.0))/0.75

T =

T = F pw × 6.46

T = 94.8 lb × 6.46 = 612.4 lb

Step 2b. The ASD applied seismic shear value ( V ) on the anchor for anchor orientations A, B, and C is equal to the ASDhorizontal earthquake load ( F pw ) = 94.8 lb.

Step 3. Calculate the maximum allowable horizontal earthquake load, F pw , using the formula:

[E.7.2k]

[E.7.2l]



13_Annex_E_edited.docx




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302 of 303 10/7/2014 12:51 PM

Submittal Date: Fri Sep 12 07:49:45 EDT 2014

Committee Statement

CommitteeStatement:

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 userfor performing specific calculations that may yield more beneficial results.

ResponseMessage:


303 of 303 10/7/2014 12:51 PM

Add the following new sections to Annex E as follows:

E.7 Allowable Loads for Concrete Wedge Anchors.

The following sections provide step-by-step

examples of the procedures for determining the

allowable loads for wedge anchors as they are

found 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).

E.7.1 Procedure for Selecting a Wedge Anchor

Using 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).

Step 1. Determine the ASD horizontal earthquake

load, Fpw (0.70 Fp).

Step 1a. Calculate the weight of the water-filled

pipe within the zone of influence of the brace.

Step 1b. Find the applicable seismic coefficient,

Cp, in Table 9.3.5.9.3.

Step 1c. Multiply the zone of influence weight

by Cp to determine the ASD horizontal

earthquake load, Fpw.

Step 2. Select a concrete anchor from Table

9.3.5.12.1(a) through Table 9.3.5.12.1(g) with an

allowable ASD horizontal earthquake load that is

greater than the calculated ASD horizontal

earthquake load, Fpw, from Step 1.

Step 2a. Locate the correct table in 9.3.5.12.1

for the applicable concrete strength.

Step 2b. Find the column in the selected table

for the applicable fastener orientation (A

through I) and the appropriate prying factor.

Step 2c. Scan down the fastener orientation

column to find a concrete anchor diameter,

embedment depth, and ASD horizontal

earthquake load, Fpw, that is greater than the

calculated ASD horizontal earthquake load, Fpw,

from Step 1.

Alternative Step 2. Select an AC 355.2,

Qualification of Post-Installed Mechanical Anchors

in Concrete and Commentary, seismically

prequalified concrete anchor with a horizontal load

carrying capacity that exceeds the calculated Fpw,

with calculations based on seismic shear and

tension values taken from an ICC-ES report and

calculated in accordance with Appendix D of ACI

318, Building Code Requirements for Structural

Concrete and Commentary, and adjusted to ASD

values multiplied by 1.2, and then divided by 2.5 to

account for the overstrength requirement in

SEI/ACSE 7, Minimum Design Loads of Buildings

and Other Structures.

Example:

Step 1. Zone of influence, Fpw

Step 1a. 40 ft of 2½ in. Sch. 10 pipe plus 15

percent fitting allowance

40 x 5.89 lb/ft x 1.15 = 270.94 lb

Step 1b. Seismic coefficient, Cp, from Table

9.3.5.9.3

Cp = 0.35

Step 1c. Fpw = 0.35 x 270.94 = 94.8 lb

Step 2. Select a concrete anchor from Table

9.3.5.12.1(a) through Table 9.3.5.12.1(g).

Step 2a. See Table 9.3.5.12.1(d) for 4000 psi

normal weight concrete.

Step 2b. Fastener orientation A — assume the

manufacturer’s prying factor is 3.0 for the fitting.

Use the Pr range of 2.75 to 3.99.

Step 2c. Allowable Fpw on ½ in. diameter with 3

5/8 in. embedment = 209 lb and is greater than

the calculated Fpw of 94.8 lb.

E.7.2 Calculation of ASD Horizontal Earthquake

Load (Fpw) Carrying Capacity of Concrete

Wedge Anchors Using Figure 9.3.5.12.1.

Step1. Determine the allowable seismic tension

value (Tallow) and the allowable seismic shear value

(Vallow) for the anchor in the anchor manufacturer’s

ESR-Report tables.

Step1a. Find the ASD seismic tension value

(Tallow) for the anchor according to the strength

of concrete, the diameter of the anchor, and the

embedment depth of the anchor. Multiply the

ASD tension value by 1.2.

Step1b. Find the ASD seismic shear value

(Vallow) for the anchor according to the strength

of concrete, the diameter of the anchor, and the

embedment depth of the anchor. Multiply the

ASD shear value by 1.2.

Step 2. Calculate the applied seismic tension value

(T) and the applied seismic shear value (V) based

on the calculated horizontal earthquake load, Fpw.

Step 2a. Calculate the combination brace angle

and fastener orientation applied tension factor,

including the effects of prying (Pr), using the

following formulas:


𝑃𝑟 = ((𝐶+𝐴

𝑇𝑎𝑛ϴ) − 𝐷) /𝐴 [E.7.2a]


𝑃𝑟 = ((𝐶 + 𝐴) − (𝐷

𝑇𝑎𝑛ϴ))/𝐴 [E.7.2b]


𝑃𝑟 = (𝐷

𝐵)/ 𝑇𝑎𝑛ϴ [E.7.2c]

Step 2b. Calculate the ASD applied seismic

tension value (T) on the anchor, including the

effects of prying and when applied at the

applicable brace angle from vertical and the

fastener orientation (A through I), using the

following formula:

T = Fpw x Pr [E.7.2d]

Step 2c. Calculate the ASD applied seismic

shear value (V) on the anchor, when applied at

the applicable brace angle from vertical and the

fastener orientation (A through I), using the

following formulas:


V = Fpw [E.7.2e]


𝑉 = 𝐹𝑝𝑤/𝑇𝑎𝑛ϴ [E.7.2f]

COMP: Please make the pw in the above

equation subscript.


V = Fpw [E.7.2g]

Step 3. Calculate the maximum allowable

horizontal earthquake load, Fpw, using the following

formula:

(𝑇

𝑇𝑎𝑙𝑙𝑜𝑤) + (

𝑉

𝑉𝑎𝑙𝑙𝑜𝑤) ≤ 1.2 [E.7.2h]

COMP: Please make the allow in two places in

the above equation subscript.

Example:

ASD Horizontal Earthquake Load (Fpw)

Carrying Capacity of Concrete Wedge

Anchors 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)

Step 1. Determine the allowable seismic tension

value (Tallow) and the allowable seismic shear value

(Vallow) for a concrete anchor 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).

Step 1a. Figure 9.3.5.12.1(a) and (b) and

Table 9.3.5.12.1(a) through Table 9.3.5.12.1(j)

ASD seismic tension value (Tallow) for a ½ in.

carbon steel anchor with 3 5/8 in. embedment

depth in 4000 psi normal weight concrete is 1.2

x 743 lb = 892 lb.

Step 1b. 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) ASD seismic shear value

(Vallow) for a ½ in. carbon steel anchor with 3 5/8

in. embedment is 1.2 x 677 lb = 812 lb.

Step 2. Using the applied seismic tension value (T)

and the applied seismic shear value (V) based on

an ASD horizontal earthquake load (Fpw) of 94.8 lb,

a 30-degree brace angle from vertical and fastener

orientation A.

Step 2a. Calculate the ASD applied seismic

tension value (T) on the anchor (see Figure

E.7.2), including the effects of prying, using the

following formula:

𝑇 = (𝐹𝑝𝑤 ((𝐶+𝐴

𝑇𝑎𝑛ϴ) − 𝐷))/𝐴 [E.7.2i]

COMP: Please make the pw in the above equation

subscript.

FIGURE E.7.2 Concrete Anchor Example.

where:

T = applied service tension load, including the effect

of prying

Fpw = horizontal earthquake load (Fpw = 94.8)

Tan = tangent of brace angle from vertical (Tan𝚹

30 degrees = 0.5774)

A = 0.7500

B = 1.5000

C = 2.6250

D = 1.0000

T = Fpw x Pr [E.7.2j]

𝑇 = (𝐹𝑝𝑤 ((2.625 + 0.75

0.5774) − 1.0))/0.75

𝑇 = (𝐹𝑝𝑤 (5.8452 − 1.0))/0.75

𝑇 = (𝐹𝑝𝑤 ((5.8452) − 1.0))/0.75

𝑇 = 𝐹𝑝𝑤 (4.8451

0.75)

𝑇 = 𝐹𝑝𝑤 x 6.46

𝑇 = 94.8 lbs x 6.46 = 612.4 lb

COMP: Please make the pw in the above five

equations subscript.

Step 2b. The ASD applied seismic shear value

(V) on the anchor for anchor orientations A, B,

and C is equal to the ASD horizontal

earthquake load (Fpw) = 94.8 lb.

Step 3 Calculate the maximum allowable horizontal

earthquake load, Fpw, using the formula:

(𝑇

𝑇𝑎𝑙𝑙𝑜𝑤) + (

𝑉

𝑉𝑎𝑙𝑙𝑜𝑤) ≤ 1.2 [E.7.2k]

COMP: Please make the allow in two places in the

above equation subscript.

(612.4

892) + (

94.8

812) = 0.687 + 0.117 = 0.804 (≤ 1.2)

[E.7.2l]

national fire protection association report pipe stands are used to support system piping, ......

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