technical committee on hanging and bracing€¦ · technical committee on hanging and bracing first...

Technical Committee on Hanging and Bracing

First Draft Meeting July 11 & 12, 2016

San Diego Marriott Mission Valley 8757 Rio San Diego Drive

San Diego, CA 92108

AGENDA

Monday July 11, 2016 Task Group Meetings to review Public Inputs and provide consensus for TC action

Tuesday June 28, 2016

1. Call to Order – 8:00 AM 2. Introductions of Members and Staff 3. Review and Approval of A2018 pre-First Draft Meeting Minutes 4. Review of A2018 Revision Cycle and Meeting Schedule 5. Review of Distributed Material and Workload

a. Act on Public Inputs b. Act on Committee First Revisions

6. New business/Old business 7. Ajourn

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Address List No PhoneHanging and Bracing of Water-Based Fire Protection Systems AUT-HBS

Automatic Sprinkler Systems

David R. Hague07/01/2016

AUT-HBS

James B. Biggins

ChairTUV SUD America Inc./Global Risk Consultants Corporation15732 West Barr RoadManhattan, IL 60442-9012

SE 1/16/1998AUT-HBS

Joe Beagen

PrincipalFlexhead Industries56 Lowland StreetHolliston, MA 01746

M 04/05/2016

AUT-HBS

Steve Berry

PrincipalRaleigh Fire Department310 West Martin StreetRaleigh, NC 27602

E 10/29/2012AUT-HBS

Robert G. Caputo

PrincipalTelgian Corporation2615 South Industrial Park AvenueTempe, AZ 85282-1821

SE 03/05/2012

AUT-HBS

Samuel S. Dannaway

PrincipalCoffman Engineers/S. S. Dannaway Associates, Inc.501 Sumner Street, Suite 421Honolulu, HI 96817-5304

SE 4/17/1998AUT-HBS

Christopher I. Deneff

PrincipalFM Global270 Central AvenuePO Box 7500Johnston, RI 02919Alternate: Sorrel M. Hanson

I 9/30/2004

AUT-HBS

Thomas J. Forsythe

PrincipalJENSEN HUGHES2950 Buskirk AvenueSuite 225Walnut Creek, CA 94597-8862Alternate: Jeffrey E. Harper

SE 1/16/1998AUT-HBS

John D. Gillengerten

PrincipalConsulting Structural Engineer5155 Holly DriveShingle Springs, CA 95682Building Seismic Safety Council/Code Resource SupportCommittee

U 7/14/2004

AUT-HBS

Jeff Hebenstreit

PrincipalUL LLC484 Tamarach DriveEdwardsville, IL 62025-5246Alternate: Emil W. Misichko

RT 08/11/2014AUT-HBS

David J. Jeltes

PrincipalPentair/ERICO International Corporation31700 Solon RoadSolon, OH 44139Alternate: Scott E. Anderson

M 8/9/2011

AUT-HBS

Kraig Kirschner

PrincipalAFCON9600 Klingerman StreetPO Box 3365South El Monte, CA 91733

M 10/10/1997AUT-HBS

Alan R. Laguna

PrincipalMerit Sprinkler Company, Inc.930 Kenner AvenuePO Box 1447Kenner, LA 70062-1447

IM 10/3/2002

AUT-HBS

Philip D. LeGrone

PrincipalRisk Management Solutions, Inc.4247 Lindawood DriveNashville, TN 37215

SE 7/12/2001AUT-HBS

Leslie “Chip” L. Lindley, II

PrincipalLindley Fire Protection Company Inc.2220 East Via BurtonAnaheim, CA 92806

IM 8/9/2011

1 of 156




AUT-HBS

Wayne M. Martin

PrincipalWayne Martin & Associates Inc.136 Bardsdale AvenueOxnard, CA 93035

SE 10/10/1997AUT-HBS

J. Scott Mitchell

PrincipalCNS Y-12127 Westview LaneOak Ridge, TN 37830

U 08/17/2015

AUT-HBS

Marco R. Nieraeth

PrincipalGlobal Asset Protection Services5641 Pepperwood AvenueLakewood, CA 90712-1733Alternate: Todd A. Dillon

I 3/2/2010AUT-HBS

Janak B. Patel

PrincipalChicago Bridge and Iron3704 Clark CrossingMartinez, GA 30907-4934

U 10/10/1997

AUT-HBS

Michael A. Rothmier

PrincipalUA Joint Apprenticeship Committee LU 6691315 Berrytree DriveSugarland, TX 77479United Assn. of Journeymen & Apprentices of thePlumbing & Pipe Fitting IndustryAlternate: Charles W. Ketner

L 4/17/1998AUT-HBS

Daniel Sanchez

PrincipalCity of Los AngelesBuilding & Safety201 North Figueroa Street, Suite 400Los Angeles, CA 90012

E 10/29/2012

AUT-HBS

Peter T. Schwab

PrincipalWayne Automatic Fire Sprinklers, Inc.222 Capitol CourtOcoee, FL 34761-3033

IM 3/15/2007AUT-HBS

Zeljko Sucevic

PrincipalVipond Fire Protection6380 Vipond DriveMississauga, ON L6M 3C1 CanadaCanadian Automatic Sprinkler AssociationAlternate: Jason W. Ryckman

IM 11/2/2006

AUT-HBS

James Tauby

PrincipalMason Industries, Inc.350 Rabro DriveHauppauge, NY 11788Alternate: Scott Butler

M 10/10/1997AUT-HBS

Glenn E. Thompson

PrincipalLiberty Mutual InsuranceNI Property - West Division790 The City Drive, Suite 200Orange, CA 92868Alternate: Joseph R. Sanford

I 10/27/2005

AUT-HBS

Victoria B. Valentine

PrincipalNational Fire Sprinkler Association, Inc.40 Jon Barrett RoadPatterson, NY 12563-2164National Fire Sprinkler AssociationDesign TechnicianAlternate: Jeffrey A. Hewitt

M 4/3/2003AUT-HBS

Kenneth W. Wagoner

PrincipalParsley Consulting Engineers350 West 9th Avenue, Suite 206Escondido, CA 92025-5053American Fire Sprinkler AssociationInstaller/MaintainerAlternate: Duane Johnson

IM 10/4/2007

2 of 156




AUT-HBS

Ronald N. Webb

PrincipalS.A. Comunale Company, Inc.2900 Newpark DriveBarberton, OH 44203National Fire Sprinkler AssociationContractorAlternate: Sheldon Dacus

IM 1/14/2005AUT-HBS

Thomas G. Wellen

PrincipalAmerican Fire Sprinkler Association, Inc.12750 Merit Drive, Suite 350Dallas, TX 75251American Fire Sprinkler AssociationDesign TechnicianAlternate: Ray Lambert

IM 7/28/2006

AUT-HBS

Douglas Wilson

PrincipalCity of San Diego1222 First Avenue, MS 401San Diego, CA 92101

E 03/03/2014AUT-HBS

Robert E. Bachman

Voting AlternateRobert E. Bachman, Consulting Structural Engineer25152 La Estrada DriveLaguna Niguel, CA 92677FlexHead Industries, Inc.

M 11/2/2006

AUT-HBS

Daniel J. Duggan

Voting AlternateVibration & Seismic Technologies30025 Alicia Parkway, #113Laguna Niguel, CA 92677

M 10/29/2012AUT-HBS

Jack W. Thacker

Voting AlternateAllan Automatic Sprinkler Corp. of So. California3233 Enterprise StreetBrea, CA 92821-6239

IM 10/10/1997

AUT-HBS

Michael Tosunian

Voting AlternateEaton Tolco1260 Northwood AvenueBrea, CA 92821National Fire Sprinkler AssociationManufacturer

M 12/08/2015AUT-HBS

Scott E. Anderson

AlternatePentair/ERICO International Corporation34600 Solon RoadSolon, OH 44139Principal: David J. Jeltes

M 10/29/2012

AUT-HBS

Scott Butler

AlternateMason Industries, Inc.350 Rabro DriveHauppauge, NY 11788Principal: James Tauby

M 10/23/2013AUT-HBS

Sheldon Dacus

AlternateSecurity Fire Protection Company4495 Mendenhall RoadMemphis, TN 38141National Fire Sprinkler AssociationDesign TechnicianPrincipal: Ronald N. Webb

IM 10/10/1997

AUT-HBS

John Deutsch

AlternateVFS Fire & Security Services501 West Southern AvenueAnaheim, CA 92865-3217

IM 7/26/2007AUT-HBS

Todd A. Dillon

AlternateGlobal Asset Protection Services1620 Winton AvenueLakewood, OH 44107Principal: Marco R. Nieraeth

I 10/23/2003

3 of 156




AUT-HBS

Sorrel M. Hanson

AlternateFM Global6320 Canoga AvenueSuite 1100Woodland Hills, CA 91367-2578Principal: Christopher I. Deneff

I 08/17/2015AUT-HBS

Jeffrey E. Harper

AlternateJENSEN HUGHES210 Salford DriveAlgonquin, IL 60102-5610Principal: Thomas J. Forsythe

SE 11/2/2006

AUT-HBS

Jeffrey A. Hewitt

AlternateAmerican Fire Protection, Inc.5525 Eastcliff Industrial LoopBirmingham, AL 35210-5418National Fire Sprinkler AssociationDesign TechnicianPrincipal: Victoria B. Valentine

M 10/29/2012AUT-HBS

Duane Johnson

AlternateStrickland Fire Protection5113 Berwyn RoadCollege Park, MD 20740 UsAmerican Fire Sprinkler AssociationInstaller/MaintainerPrincipal: Kenneth W. Wagoner

IM 04/05/2016

AUT-HBS

Charles W. Ketner

AlternateNational Automatic Sprinkler Fitters LU 669Joint Apprenticeship & Training Committee7050 Oakland Mills RoadColumbia, MD 20732United Assn. of Journeymen & Apprentices of thePlumbing & Pipe Fitting IndustryPrincipal: Michael A. Rothmier

L 1/10/2008AUT-HBS

Ray Lambert

AlternateWestern Fire Protection Inc.13630 Danielson StreetPoway, CA 92064American Fire Sprinkler AssociationDesign TechnicianPrincipal: Thomas G. Wellen

IM 08/09/2012

AUT-HBS

Emil W. Misichko

AlternateUL LLC333 Pfingsten RoadNorthbrook, IL 60062-2096Principal: Jeff Hebenstreit

RT 10/10/1997AUT-HBS

Jason W. Ryckman

AlternateCanadian Automatic Sprinkler Association335 Renfrew Drive, Suite 302Markham, ON L3R 9S9 CanadaPrincipal: Zeljko Sucevic

IM 10/28/2014

AUT-HBS

Joseph R. Sanford

AlternateLiberty Mutual Property Risk Engineering20 Riverside RoadWeston, MA 02493-2231Principal: Glenn E. Thompson

I 08/11/2014AUT-HBS

David R. Hague

Staff LiaisonNational Fire Protection Assocation1 Batterymarch ParkQuincy, MA 02169-7471

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Technical Committee on Hanging and Bracing Systems

Second Draft Meeting Minutes June 18, 2014

San Diego Marriott Del Mar 11966 El Camino Real San Diego, CA 92130

1. The meeting was called to order by TC Chair Jim Biggins at 8:00 AM.2. TC Chair Jim Biggins reviewed the discussion of the previous days task group meetings. 3. The TC reviewed and approved the A2015 First Draft Meeting Minutes. 4. NFPA Staff (Matt Klaus) reviewed the regulations governing technical committee

meetings and outlined the protocol for making motions for the Second Draft meeting. 5. TC Chair Jim Biggins reviewed the following items with the TC:

a. Overview Public Comments b. Potential Committee Second Revisions based on Task Group Reports

6. The Technical Committee heard the following task group reports: a. Cp Validation Task Group b. Metric Task Group c. Concrete Anchor Task Group d. Pipe Stand Task Group

7. TC Chair Jim Biggins called for new business. The following item was presented to the task group:

a. The TC would like to pursue the development of a new standard on hanging and bracing system. The standard should address all water based systems, not just sprinkler systems. This would eliminate the current issue of other water based system standards that reference chapter 9 of NFPA 13 even though the requirements were not written with that particular standard and it unique loading considerations in mind. NFPA Staff will work with TC Chair Jim Biggins to begin the process of filling out the new project initiation form and submit it to the NFPA Standards Council for review.

8. The meeting was adjourned at 5:15 PM local time.

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SD (HBS) Attendees 6/18/2014

Principals: James Biggins Steve Berry Robert Caputo Samuel Dannaway Christopher Deneff Daniel Duggan Joh Gillengerten Jeffrey Harper David Jeltes Kraig Kirschner Alan Laguna Chip Lindley J. Scott Mitchell Randy Nelson Janak Patel Michael Rothmier Daniel Sanchez Peter Schwab Zeljko Sucevic James Tauby Glenn Thompson Victoria Valentine Kenneth Wagoner Ronald Webb Thomas Wellen Douglas Wilson

Voting Alternates: Robert Bachman

Alternates Scott Anderson John Deutsch

Matt Klaus, NFPA Staff Liaison

Guests: Fritz Descovich Jeff Hebenstreit Byron Ellis Peter Thomas Chad Duffy Audrey Goldstein

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Process

StageProcess Step Dates for TC

Dates for TC

with CC

Public Input Closing Date 6/29/2016 6/29/2016

Final date for TC First Draft Meeting 12/7/2016 9/7/2016Posting of First Draft and TC Ballot 1/25/2017 10/19/2016Final date for Receipt of TC First Draft ballot 2/15/2017 11/9/2016Final date for Receipt of TC First Draft ballot ‐ recirc 2/22/2017 11/16/2016Posting of First Draft for CC Meeting 11/23/2016Final date for CC First Draft Meeting 1/4/2017Posting of First Draft and CC Ballot 1/25/2017Final date for Receipt of CC First Draft ballot 2/15/2017Final date for Receipt of CC First Draft ballot ‐ recirc 2/22/2017Post First Draft Report for Public Comment 3/1/2017 3/1/2017

Public Comment closing date 5/10/2017 5/10/2017

Notice published on Consent Standards (Standards that receive No Comments). Note: Date varies and determined via TC ballot.

_ _

Appeal Closing Date for Consent Standards (15 Days) (Standards That Received

No Comments)_ _

Final date for TC Second Draft Meeting 11/8/2017 8/2/2017Posting of Second Draft and TC Ballot 12/20/2017 9/13/2017Final date for Receipt of TC Second Draft Ballot 1/10/2018 10/4/2017Final date for receipt of TC Second Draft ballot ‐ recirc 1/17/2018 10/11/2017Posting of Second Draft for CC Mtg 10/18/2017Final date for CC Second Draft Meeting 11/29/2017Posting of Second Draft for CC Ballot 12/20/2017Final date for Receipt of CC Second Draft ballot 1/10/2018Final date for Receipt of CC Second Draft ballot ‐ recirc 1/17/2018Post Second Draft Report for NITMAM Review 1/24/2018 1/24/2018

Notice of Intent to Make a Motion (NITMAM) Closing Date 2/21/2018 2/21/2018Posting of Certified Amending Motions (CAMs) and Consent Standards 4/4/2018 4/4/2018Appeal Closing Date for Consent Standards (15 Days after posting) 4/19/2018 4/19/2018SC Issuance Date for Consent Standards (10 Days) 4/29/2018 4/29/2018

Tech Session Association Meeting for Standards with CAMs 6/4‐7/2018 6/4‐7/2018

Appeal Closing Date for Standards with CAMs (20 Days after ATM) 6/27/2018 6/27/2018Council Issuance Date for Standards with CAMs* 8/14/2018 8/14/2018

Comment

Stage (Second

Draft)

Tech Session

Preparation

(& Issuance)

Appeals and

Issuance

2018 ANNUAL REVISION CYCLE

Public Input

Stage

(First Draft)

* Public Input Closing Dates may vary according to standards and schedules for Revision Cycles may change. Please check the

NFPA Website for the most up‐to‐date information on Public Input Closing Dates and schedules at www.nfpa.org/document # (i.e.

www.nfpa.org/101) and click on Next Edition tab.

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Public Input No. 136-NFPA 13-2016 [ Global Input ]

1. Revise Table 9.2.6.3.1 to read as follows:

Table 9.2.6.3.1 Maximum Pipe Stand Heights a

System Pipe Diameter cPipe Stand Diameter b

1?1/2 in. 2 in. 2?1/2 in. 3 in. 4 in. 6 in.

1?1/2 in. 6.6 ft 9.4 ft 11.3 ft 13.8 ft 18.0 ft 26.8 ft

2 in. 4.4 ft 9.4 ft 11.3 ft 13.8 ft 18.0 ft 26.8 ft

2?1/2 in. ??? 8.1 ft 11.3 ft 13.8 ft 18.0 ft 26.8 ft

3 in. ??? 5.2 ft 11.3 ft 13.8 ft 18.0 ft 26.8 ft

4 in. up to and including 8in.

??? ??? ??? ??? 14.7 ft 26.8 ft

a. For SI units, 1 in. = 25.4 mm; 1 ft = 0.305 m.

b. Pipe stands are Schedule 40 pipe.

c. System piping is assumed to be Schedule 40 (8?in. is Schedule 30).

2. Revise section A.9.2.6.3.1 to read as follows:

A.9.2.6.3.1 When a pipe stand does not resist lateral (e.g., earthquake or wind) forces, its maximumheight and the weight of pipe it can support are based primarily on a limiting slenderness ratio (Kl/r), andon the axial and bending stresses caused by the vertical load applied at a specified eccentricity.

The pipe stand heights presented in Table 9.2.6.3.1 have been calculated using a “K” of 2.1 (i.e.,assuming the pipe stand is an individual cantilever column) and a slenderness ratio limit of 300, exceptwhere combined axial and bending stresses caused by the vertical load at an eccentricity of 12 in. (0.30m) controls the design. In these cases, the pipe stand height is reduced such that the allowable axialstress (Fa) is sufficient to limit the combined axial stress ratio (fa/Fa, i.e.,

actual axial stress divided by allowable axial stress) plus the bending stress ratio (fb/Fb, i.e., actual bendingstress divided by allowable bending stress) to 1.0. Two cases are considered, a vertical load at a 12 in.(0.30 m) eccentricity equal to: a) 5 times the weight of the water-filled pipe plus 250 lb (114 kg) using abending stress allowable of 28,000 psi (193 MPa), and b) the weight of the water-filled pipe plus 250 lb(114 kg) using a bending stress allowable of 15,000 psi (103 MPa). No drift limit was imposed.

When an engineering analysis is conducted, different pipe stand heights could be calculated if otherassumptions are warranted based on actual conditions. For example, K=1.0 can be used if the pipe at thetop of the pipe stand is braced in both horizontal directions, or a shorter cantilever column could be used tolimit drift.

Pipe stands are intended to be a single piece of pipe. For lengths that require joining pipes they should bewelded to ensure the strength is maintained.

3. Revise Table 9.2.6.5.3 and replace the Note to read as follows:

Table 9.2.6.5.3 Required Section Modulus for Pipe Stand Horizontal Support Arms (in 3 )

Nominal

Diameter of

Pipe BeingSupported

(in.)

1 1?1/4 1?1/2 2 2?1/2 3 3?1/2 4 5 6 8

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

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Section

Modulus –Schedule

10

Steel

0.22 0.23 0.24 0.25 0.30 0.36 0.42 0.49 0.66 0.85 1.40

Section

Modulus –Schedule

40

Steel

0.22 0.24 0.24 0.27 0.36 0.45 0.54 0.63 0.86 1.13 1.64

For SI units, 1 in. = 25.4 mm.

Note: The table is based on the controlling section modulus determined for a concentrated load at a 1 ft(0.3 m)

cantilever using: a) a maximum bending stress of 15 ksi (103 MPa) and a concentrated load equal to theweight of

15 ft (4.6 m) of water-filled pipe plus 250 lb (114 kg), or 2) a maximum bending stress of 28 ksi (193 MPa)and a concentrated load equal to five times the weight of 15 ft (4.6 m) of water-filled pipe plus 250 lb (114kg).

Additional Proposed Changes

File Name Description Approved

TIA_13_16_5.pdf NFPA TIA 16-5 (Log No. 1185)

Statement of Problem and Substantiation for Public Input

NOTE: This public input originates from Tentative Interim Amendment No. 16-5 (Log 1185) issued by the Standards Council on August 18, 2015 and per the NFPA Regs., needs to be reconsidered by the Technical Committee for the next edition of the Document.

Submitter Information Verification

Submitter FullName:

TC ON AUT-HBS

Organization: NFPA

Affilliation:TC on Hanging and Bracing of Water-Based Fire ProtectionSystems

Street Address:

City:

State:

Zip:

Submittal Date: Tue May 17 12:47:07 EDT 2016


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Tentative Interim Amendment

NFPA 13 Standard for the Installation of Sprinkler Systems

2016 Edition Reference: Table 9.2.6.3.1, A.9.2.6.3.1 and Table 9.2.6.5.3 TIA 16-5 (SC 15-8-18 / TIA Log #1185) Note: Text of the TIA was issued and incorporated into the document prior to printing, therefore no separate publication is necessary. 1. Revise Table 9.2.6.3.1 to read as follows:

Table 9.2.6.3.1 Maximum Pipe Stand Heights a

System Pipe Diameter c Pipe Stand Diameter b

1‐1/2 in. 2 in. 2‐1/2 in. 3 in. 4 in. 6 in.

1‐1/2 in. 6.6 ft 9.4 ft 11.3 ft 13.8 ft 18.0 ft 26.8 ft

2 in. 4.4 ft 9.4 ft 11.3 ft 13.8 ft 18.0 ft 26.8 ft

2‐1/2 in. ‐‐‐ 8.1 ft 11.3 ft 13.8 ft 18.0 ft 26.8 ft

3 in. ‐‐‐ 5.2 ft 11.3 ft 13.8 ft 18.0 ft 26.8 ft

4 in. up to and including 8 in. ‐‐‐ ‐‐‐ ‐‐‐ ‐‐‐ 14.7 ft 26.8 ft

a. For SI units, 1 in. = 25.4 mm; 1 ft = 0.305 m.

b. Pipe stands are Schedule 40 pipe.

c. System piping is assumed to be Schedule 40 (8‐in. is Schedule 30).

2. Revise section A.9.2.6.3.1 to read as follows: A.9.2.6.3.1 When a pipe stand does not resist lateral (e.g., earthquake or wind) forces, its maximum height and the weight of pipe it can support are based primarily on a limiting slenderness ratio (Kl/r), and on the axial and bending stresses caused by the vertical load applied at a specified eccentricity. The pipe stand heights presented in Table 9.2.6.3.1 have been calculated using a “K” of 2.1 (i.e., assuming the pipe stand is an individual cantilever column) and a slenderness ratio limit of 300, except where combined axial and bending stresses caused by the vertical load at an eccentricity of 12 in. (0.30 m) controls the design. In these cases, the pipe stand height is reduced such that the allowable axial stress (Fa) is sufficient to limit the combined axial stress ratio (fa/Fa, i.e.,

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actual axial stress divided by allowable axial stress) plus the bending stress ratio (fb/Fb, i.e., actual bending stress divided by allowable bending stress) to 1.0. Two cases are considered, a vertical load at a 12 in. (0.30 m) eccentricity equal to: a) 5 times the weight of the water-filled pipe plus 250 lb (114 kg) using a bending stress allowable of 28,000 psi (193 MPa), and b) the weight of the water-filled pipe plus 250 lb (114 kg) using a bending stress allowable of 15,000 psi (103 MPa). No drift limit was imposed. When an engineering analysis is conducted, different pipe stand heights could be calculated if other assumptions are warranted based on actual conditions. For example, K=1.0 can be used if the pipe at the top of the pipe stand is braced in both horizontal directions, or a shorter cantilever column could be used to limit drift. 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. 3. Revise Table 9.2.6.5.3 and replace the Note to read as follows:

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

Nominal Diameter of Pipe Being Supported

(in.)

1 1‐1/4 1‐1/2 2 2‐1/2 3 3‐1/2 4 5 6 8

Section Modulus – Schedule 10

Steel

0.22 0.23 0.24 0.25 0.30 0.36 0.42 0.49 0.66 0.85 1.40

Section Modulus – Schedule 40

Steel

0.22 0.24 0.24 0.27 0.36 0.45 0.54 0.63 0.86 1.13 1.64

For SI units, 1 in. = 25.4 mm.

Note: The table is based on the controlling section modulus determined for a concentrated load at a 1 ft (0.3 m) cantilever using: a) a maximum bending stress of 15 ksi (103 MPa) and a concentrated load equal to the weight of 15 ft (4.6 m) of water-filled pipe plus 250 lb (114 kg), or 2) a maximum bending stress of 28 ksi (193 MPa) and a concentrated load equal to five times the weight of 15 ft (4.6 m) of water-filled pipe plus 250 lb (114 kg). Issue Date: August 18, 2015 Effective Date: September 7, 2015

(Note: For further information on NFPA Codes and Standards, please see www.nfpa.org/codelist) Copyright © 2015 All Rights Reserved

NATIONAL FIRE PROTECTION ASSOCIATION

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1. Revise the reference in 2.3.1 to read as follows:2.3.1 ACI Publications.

American Concrete Institute, P.O. Box 9094, Farmington Hills, MI 48333.

ACI 318-14, Building Code Requirements for Structural Concrete and Commentary, 2014. ACI 355.2,Qualification of Post-Installed Mechanical Anchors in Concrete and Commentary,

2007.

2. Add a new definition on Prying Factor and corresponding annex to read as follows:

3.11.9* Prying Factor. A factor based on fitting geometry and brace angle from vertical that results in anincrease in tension load due to the effects of prying between the upper seismic brace attachment fittingand the structure.

A. 3.11.9 Prying factors in NFPA 13 are utilized to determine the design loads for attachments to concrete.Prying is a particular concern for anchorage to concrete because the anchor may fail in

a brittle fashion.

3. Revise section 9.3.5.12 as follows:

9.3.5.12* Fasteners.

9.3.5.12.1 The designated angle category for the fastener(s) used in the sway brace installation shall bedetermined in accordance with Figure 9.3.5.12.1.

Figure 9.3.5.12.1 Designation of Angle Category Based on Angle of Sway Brace and

Fastener Orientation.

9.3.5.12.12 * For individual fasteners, unless alternate allowable loads are determined and certified by aregistered professional engineer, the loads determined in 9.3.5.9 shall not exceed the allowable loadsprovided in Tables 9.3.5.12.2(a) through 9.3.5.12.2(i).


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Table 9.3.5.12.2 (a) Maximum Load for Wedge Anchors in 3000 psi (207 bar) Lightweight

Cracked Concrete on Metal Deck.

Wedge Anchors in 3000 psi Lightweight Cracked Concrete on Metal Deck(lbs.)

Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

< 2.0

Pr

< 1.1

Pr

< 0.7

Pr

< 1.2

Pr

< 1.1

Pr

<1.1

Pr

< 1.4

Pr

< 0.9

Pr

< 0.8

3/8 2 117 184 246 - - - - - -

1/2 2 3/8 164 257 344 - - - - - -

5/8 3 1/8 214 326 424 - - - - - -

Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

2.1 -3.5

Pr

1.2 -1.8

Pr

0.8 -1.0

Pr

1.3 -1.7

Pr

1.2 -1.8

Pr

1.2 -2.0

Pr

1.5 -1.9

Pr

1.0 -1.3

Pr

0.9 -1.1

3/8 2 69 127 196 - - - - - -

1/2 2 3/8 97 178 274 - - - - - -

5/8 3 1/8 133 232 346 - - - - - -

Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

3.6 -5.0

Pr

1.9 -2.5

Pr

1.1 -1.3

Pr

1.8 -2.2

Pr

1.9 -2.5

Pr

2.1 -2.9

Pr

2.0 -2.4

Pr

1.4 -1.7

Pr

1.2 -1.4

3/8 2 48 97 163 - - - - - -

1/2 2 3/8 67 136 228 - - - - - -

5/8 3 1/8 93 179 292 - - - - - -

Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

5.1 -6.5

Pr

2.6 -3.2

Pr

1.4 -1.6

Pr

2.3 -2.7

Pr

2.6 -3.2

Pr

3.0 -3.8

Pr

2.5 -2.9

Pr

1.8 -2.1

Pr

1.5 -1.7

3/8 2 36 75 139 - - - - - -

1/2 2 3/8 51 106 196 - - - - - -

5/8 3 1/8 71 146 252 - - - - - -

* Pr = Prying Factor Range. (Refer to Annex for additional information.)

1 lb = 0.45 kg

Table 9.3.5.12.2 (b) Maximum Load for Wedge Anchors in 3000 psi (207 bar) Lightweight

Cracked Concrete

Wedge Anchors in 3000 psi Lightweight Cracked Concrete (lbs.)


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Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

< 2.0

Pr

< 1.1

Pr

< 0.7

Pr

< 1.2

Pr

< 1.1

Pr

< 1.1

Pr

< 1.4

Pr

< 0.9

Pr

< 0.8

3/8 2 102 144 175 101 144 184 87 128 152

1/2 2 3/8 140 196 238 137 196 251 118 174 207

5/8 3 1/4 222 308 372 215 308 397 220 272 323

3/4 4 1/8 327 469 580 336 469 586 289 426 504

Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

2.1 -3.5

Pr

1.2 -1.8

Pr

0.8 -1.0

Pr

1.3 -1.7

Pr

1.2 -1.8

Pr

1.2 -2.0

Pr

1.5 -1.9

Pr

1.0 -1.3

Pr

0.9 -1.1

3/8 2 69 109 150 87 109 121 76 110 133

1/2 2 3/8 94 149 205 119 149 166 104 150 181

5/8 3 1/4 151 237 322 187 237 265 201 236 285

3/4 4 1/8 217 351 492 286 351 380 252 362 436

Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

3.6 -5.0

Pr

1.9 -2.5

Pr

1.1 -1.3

Pr

1.8 -2.2

Pr

1.9 -2.5

Pr

2.1 -2.9

Pr

2.0 -2.4

Pr

1.4 -1.7

Pr

1.2 -1.4

3/8 2 52 88 132 76 88 90 68 97 118

1/2 2 3/8 71 121 180 104 121 124 93 132 161

5/8 3 1/4 114 192 284 165 192 198 185 208 254

3/4 4 1/8 162 280 427 249 280 281 223 315 385

Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

5.1 -6.5

Pr

2.6 -3.2

Pr

1.4 -1.6

Pr

2.3 -2.7

Pr

2.6 -3.2

Pr

3.0 -3.8

Pr

2.5 -2.9

Pr

1.8 -2.1

Pr

1.5 -1.7

3/8 2 41 74 117 68 74 70 61 86 106

1/2 2 3/8 56 101 160 93 101 97 84 118 145

5/8 3 1/4 91 161 253 148 161 157 172 186 230

3/4 4 1/8 124 233 378 221 233 214 200 279 344


1 lb = 0.45 kg

Table 9.3.5.12.2 (c) Maximum Load for Wedge Anchors in 3000 psi (207 bar) Normal

Weight Cracked Concrete

Wedge Anchors in 3000 psi Normal Weight Cracked Concrete (lbs.)

Diameter Embedment A B C D E F G H I


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(in.) (in.)Pr

< 2.0

Pr

< 1.1

Pr

< 0.7

Pr

< 1.2

Pr

< 1.1

Pr

< 1.1

Pr

< 1.4

Pr

< 0.9

Pr

< 0.8

3/8 2 171 240 292 169 240 307 145 214 254

1/2 3 5/8 412 567 682 394 567 735 340 498 592

5/8 3 7/8 480 668 809 468 668 859 479 591 703

3/4 4 1/8 545 780 965 559 780 976 482 709 839

Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

2.1 -3.5

Pr

1.2 -1.8

Pr

0.8 -1.0

Pr

1.3 -1.7

Pr

1.2 -1.8

Pr

1.2 -2.0

Pr

1.5 -1.9

Pr

1.0 -1.3

Pr

0.9 -1.1

3/8 2 116 183 252 146 183 203 128 184 223

1/2 3 5/8 282 438 592 344 438 493 302 434 523

5/8 3 7/8 327 512 699 406 512 571 438 512 618

3/4 4 1/8 363 584 819 477 584 634 420 604 727

Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

3.6 -5.0

Pr

1.9 -2.5

Pr

1.1 -1.3

Pr

1.8 -2.2

Pr

1.9 -2.5

Pr

2.1 -2.9

Pr

2.0 -2.4

Pr

1.4 -1.7

Pr

1.2 -1.4

3/8 2 87 148 221 128 148 152 114 162 198

1/2 3 5/8 214 357 523 305 357 371 271 384 469

5/8 3 7/8 247 415 615 359 415 428 404 452 551

3/4 4 1/8 271 467 712 416 467 468 371 526 641

Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

5.1 -6.5

Pr

2.6 -3.2

Pr

1.4 -1.6

Pr

2.3 -2.7

Pr

2.6 -3.2

Pr

3.0 -3.8

Pr

2.5 -2.9

Pr

1.8 -2.1

Pr

1.5 -1.7

3/8 2 69 124 197 115 124 118 103 145 178

1/2 3 5/8 173 301 469 274 301 296 247 345 425

5/8 3 7/8 197 349 549 321 349 337 374 404 498

3/4 4 1/8 208 389 629 369 389 357 333 465 573


1 lb = 0.45 kg

Table 9.3.5.12.2 (d) Maximum Load for Wedge Anchors in 4000 psi (276 bar) Normal





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(in.) (in.)Pr

< 2.0

Pr

< 1.1

Pr

< 0.7

Pr

< 1.2

Pr

< 1.1

Pr

< 1.1

Pr

< 1.4

Pr

< 0.9

Pr

< 0.8

3/8 2 200 282 344 199 282 359 171 251 299

1/2 3 5/8 430 607 742 430 607 770 370 544 645

5/8 3 7/8 532 729 872 505 729 950 511 636 758

3/4 4 1/8 630 903 1117 647 903 1129 558 821 971

Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

2.1 -3.5

Pr

1.2 -1.8

Pr

0.8 -1.0

Pr

1.3 -1.7

Pr

1.2 -1.8

Pr

1.2 -2.0

Pr

1.5 -1.9

Pr

1.0 -1.3

Pr

0.9 -1.1

3/8 2 135 214 295 171 214 236 150 216 261

1/2 3 5/8 289 460 636 370 460 506 325 467 563

5/8 3 7/8 367 566 760 442 566 642 470 557 672

3/4 4 1/8 419 676 948 552 676 733 486 699 841

Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

3.6 -5.0

Pr

1.9 -2.5

Pr

1.1 -1.3

Pr

1.8 -2.2

Pr

1.9 -2.5

Pr

2.1 -2.9

Pr

2.0 -2.4

Pr

1.4 -1.7

Pr

1.2 -1.4

3/8 2 101 172 258 150 172 176 134 190 232

1/2 3 5/8 218 370 556 325 370 377 290 410 500

5/8 3 7/8 280 463 674 393 463 484 435 494 603

3/4 4 1/8 313 540 824 481 540 541 430 608 741

Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

5.1 -6.5

Pr

2.6 -3.2

Pr

1.4 -1.6

Pr

2.3 -2.7

Pr

2.6 -3.2

Pr

3.0 -3.8

Pr

2.5 -2.9

Pr

1.8 -2.1

Pr

1.5 -1.7

3/8 2 79 144 230 134 144 137 121 169 209

1/2 3 5/8 170 310 494 289 310 292 261 365 449

5/8 3 7/8 226 391 605 354 391 389 406 445 547

3/4 4 1/8 241 449 728 427 449 413 386 538 663


1 lb = 0.45 kg

Table 9.3.5.12.2(e) Maximum Load for Wedge Anchors in 6000 psi (414 bar) Normal





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(in.) (in.)Pr

<2.0

Pr

< 1.1

Pr

< 0.7

Pr

<1.2

Pr

< 1.1

Pr

< 1.1

Pr

<1.4

Pr

< 0.9

Pr

< 0.8

3/8 2 1/4 254 354 428 199 354 585 213 313 372

1/2 3 5/8 527 744 910 418 744 1227 454 667 791

5/8 3 7/8 652 893 1069 504 893 1481 626 780 928

3/4 4 1/8 772 1106 1369 622 1106 1819 684 1005 1190

Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

2.1 -3.5

Pr

1.2 -1.8

Pr

0.8 -1.0

Pr

1.3 -1.7

Pr

1.2 -1.8

Pr

1.2 -2.0

Pr

1.5 -1.9

Pr

1.0 -1.3

Pr

0.9 -1.1

3/8 2 1/4 172 271 370 215 271 302 188 271 327

1/2 3 5/8 355 564 780 453 564 621 399 573 690

5/8 3 7/8 450 694 932 542 694 786 576 682 823

3/4 4 1/8 514 828 1162 676 828 898 595 856 1030

Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

3.6 -5.0

Pr

1.9 -2.5

Pr

1.1 -1.3

Pr

1.8 -2.2

Pr

1.9 -2.5

Pr

2.1 -2.9

Pr

2.0 -2.4

Pr

1.4 -1.7

Pr

1.2 -1.4

3/8 2 1/4 130 219 325 189 219 226 169 239 292

1/2 3 5/8 267 454 682 398 454 462 355 502 613

5/8 3 7/8 343 567 826 481 567 593 534 606 739

3/4 4 1/8 384 662 1009 590 662 663 527 745 909

Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

5.1 -6.5

Pr

2.6 -3.2

Pr

1.4 -1.6

Pr

2.3 -2.7

Pr

2.6 -3.2

Pr

3.0 -3.8

Pr

2.5 -2.9

Pr

1.8 -2.1

Pr

1.5 -1.7

3/8 2 1/4 103 184 290 170 184 178 153 214 263

1/2 3 5/8 209 380 606 355 380 358 320 447 551

5/8 3 7/8 277 480 741 433 480 476 497 545 671

3/4 4 1/8 295 551 892 523 551 506 473 660 813


1 lb = 0.45 kg

Table 9.3.5.12.2(f) Maximum Load for Undercut Anchors in 3000 psi (207 bar) Normal


Undercut Anchors in 3000 psi Normal Weight Cracked Concrete (lbs.)



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(in.) (in.)Pr

< 2.0

Pr

< 1.1

Pr

< 0.7

Pr

< 1.2

Pr

< 1.1

Pr

< 1.1

Pr

< 1.4

Pr

< 0.9

Pr

< 0.8

3/8 4 3/8 501 638 726 420 638 889 362 525 630

1/2 7 700 911 1051 608 911 1245 525 761 912

5/8 9 1/2 1106 1535 1855 1074 1535 1975 1098 1356 1612

3/4 12 1701 2404 2946 1707 2404 3041 1472 2161 2561

Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

2.1 -3.5

Pr

1.2 -1.8

Pr

0.8 -1.0

Pr

1.3 -1.7

Pr

1.2 -1.8

Pr

1.2 -2.0

Pr

1.5 -1.9

Pr

1.0 -1.3

Pr

0.9 -1.1

3/8 4 3/8 368 526 658 381 526 643 333 477 578

1/2 7 505 738 942 547 738 882 479 685 829

5/8 9 1/2 754 1179 1604 933 1179 1318 1005 1177 1419

3/4 12 1143 1819 2520 1468 1819 1996 1291 1854 2233

Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

3.6 -5.0

Pr

1.9 -2.5

Pr

1.1 -1.3

Pr

1.8 -2.2

Pr

1.9 -2.5

Pr

2.1 -2.9

Pr

2.0 -2.4

Pr

1.4 -1.7

Pr

1.2 -1.4

3/8 4 3/8 291 447 601 350 447 504 309 437 534

1/2 7 395 620 854 497 620 683 440 622 760

5/8 9 1/2 572 957 1413 825 957 989 927 1039 1268

3/4 12 860 1463 2202 1287 1463 1486 1149 1624 1980

Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

5.1 -6.5

Pr

2.6 -3.2

Pr

1.4 -1.6

Pr

2.3 -2.7

Pr

2.6 -3.2

Pr

3.0 -3.8

Pr

2.5 -2.9

Pr

1.8 -2.1

Pr

1.5 -1.7

3/8 4 3/8 241 389 554 323 389 414 287 403 496

1/2 7 324 535 780 455 535 557 407 570 701

5/8 9 1/2 456 806 1263 739 806 781 859 931 1145

3/4 12 670 1223 1955 1146 1223 1147 1035 1444 1778


1 lb = 0.45 kg

Table 9.3.5.12.2(g) Maximum Load for Connections to Steel Using Unfinished Steel Bolts


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Table 9.3.5.12.2(h) Maximum Load for Through-Bolts in Sawn Lumber or Glue- Laminated Timbers

Note: Wood fastener maximum capacity values are based on the 2001 National Design Specifications(NDS) for wood with a specific gravity of 0.35. Values for other types of wood can be obtained bymultiplying the above values by the factors in Table 9.3.5.12.2(j).

Table 9.3.5.12.2(i) Maximum Load for Lag Screws and Lag Bolts in Wood

Note: Wood fastener maximum capacity values are based on the 2001 National Design Specifications(NDS) for wood with a specific gravity of 0.35. Values for other types of wood can be obtained bymultiplying the above values by the factors in Table 9.3.5.12.2(i).

Table 9.3.5.12.2(j) Factors for Wood Based on Specific Gravity

9.3.5.12.3* The type of fasteners used to secure the bracing assembly to the structure shall be limited tothose shown in Tables 9.3.5.12.2(a) through 9.3.5.12.2(i) or to listed devices.

A.9.3.5.12.3 Listed devices may have accompanying software that performs the calculations to determinethe allowable load.

9.3.5.12.4* For connections to wood, through-bolts with washers on each end shall be used, unless therequirements of 9.3.5.12.5 are met.

9.3.5.12.5 Where it is not practical to install through-bolts due to the thickness of the wood member inexcess of 12 in. (305 mm) or inaccessibility, lag screws shall be permitted and holes shall be pre-drilled1⁄8 in. (3.2 mm) smaller than the maximum root diameter of the lag screw.

9.3.5.12.6 Holes for through-bolts and similar listed attachments shall be 1⁄16 in. (1.6 mm)

greater than the diameter of the bolt.

9.3.5.12.7 The requirements of 9.3.5.12 shall not apply to other fastening methods, which shall beacceptable for use if certified by a registered professional engineer to support the loads determined inaccordance with the criteria in 9.3.5.9.

9.3.5.12.7.1 Calculations shall be submitted where required by the authority having jurisdiction.


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9.3.5.12.8 Concrete Anchors.

9.3.5.12.78 .1* Concrete anchors shall be prequalified for seismic applications in accordance with ACI355.2, Qualification of Post-Installed Mechanical Anchors in Concrete and Commentary, and installed inaccordance with the manufacturer's instructions.

A.9.3.5.12.8.1 Concrete anchors included in current Evaluation Service Reports conforming to therequirements of acceptance criteria AC193 or AC308 as issued by ICC Evaluation Service, Inc. should beconsidered to meet ACI 355.2, Qualification of Post-Installed Mechanical Anchors in Concrete&Commentary.

9.3.5.12.8.2

Unless the requirements of 9.3.5.12.8.3 are met, concrete anchors shall be selected from Table

9.3.5.12.2(a) through Table 9.3.5.12.2(f) based on concrete strength, anchor type, designated anglecategory A through I, prying factor (Pr) range, and allowable maximum load.

9.3.5.12.8.2.1 Sway brace manufacturers shall provide prying factors (Pr) based on geometry of thestructure attachment fitting and the designated angle category A through I as shown in Figure

9.3.5.12.1.

9.3.5.12.8.2.2 Where the prying factor for the fitting is unknown, the largest prying factor range in Tables9.3.5.12.2(a) through 9.3.5.12.2(f) for the concrete strength and designated angle category A through Ishall be used.

9.3.5.12.8.3 In lieu of using the concrete anchor loads in Tables 9.3.5.12.2(a) through

9.3.5.12.2(f), the allowable maximum load may be calculated.

(A) Allowable concrete anchor loads shall be permitted to be determined using approved software thatconsiders the effects of prying for concrete anchors.

(B) Anchors shall be seismically prequalified per 9.3.5.12.8.1.

(C)Allowable maximum loads shall be based on the anchor capacities given in approved evaluationservice reports, where the calculation of ASD allowable shear and tension values are determined inaccordance with ACI 318, Chapter 17 and include the effects of prying, brace angle, and the over strengthfactor (?=2.0).

(D)* The shear and tension values determined in 9.3.5.12.8.3(C) using ACI 318, Chapter

17 shall be multiplied by 0.43.

A.9.3.5.12.8.3(D) The values from ACI 318, Chapter 17 are strength (LRFD) values that must be dividedby 1.4 in order to convert them to ASD values. The factor of 0.43 was created to simplify the steps neededto account for the strength capacities and the ASD method of calculation. The 0.43 is a rounded valuedetermined by 1.2 (allowable stress increase) divided by the quantity of 2.0 times 1.4 (i.e.0.4286=1.2/(2.0*1.4)).

9.3.5.12.8.4 Concrete anchors other than those shown in Tables 9.3.5.12.2(a) through

9.3.5.12.2(f) shall be acceptable for use where designed in accordance with the requirements of thebuilding code and certified by a registered professional engineer.

4. Revise A.9.3.5.12 to read as follows:

A.9.3.5.12

Current fasteners for anchoring to concrete are referred to as post-installed anchors. There are severaltypes of post-installed anchors, including expansion anchors, chemical or adhesive anchors, and undercutanchors. The criteria in Tables 9.3.5.12.2(a) through 9.3.5.12.2(f) are based on the use of wedgeexpansion anchors and undercut anchors. Use of other anchors in concrete should be in accordance withthe listing provisions of the anchor. Anchorage designs are usable under allowable stress design (ASD)methods.

Values in Tables 9.3.5.12.2(a) through 9.3.5.12.2(f) are based on ultimate strength design values obtainedusing the procedures in ACI 318-11, Appendix D, which are then adjusted for ASD. Wedge anchors aretorque-controlled expansion anchors that are set by applying a torque to the anchor's nut, which causesthe anchor to rise while the wedge stays in place. This causes the wedge to be pulled onto a conedsection of the anchor and presses the wedge against the wall of the hole. Undercut anchors might ormight not be torque-controlled. Typically, the main hole is drilled, a special second drill bit is inserted into


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the hole, and flare is drilled at the base of the main hole. Some anchors are self-drilling and do not requirea second drill bit. The anchor is then inserted into the hole and, when torque is applied, the bottom of theanchor flares out into the flared hole, and a mechanical lock is obtained. Consideration should be givenwith respect to the position near the edge of a slab and the spacing of anchors. For full capacity in Tables

9.3.5.12.2(a) through 9.3.5.12.2(f), the edge distance spacing between anchors and thickness of concreteshould conform to the anchor manufacturer’s recommendations.

Calculation of ASD Shear and Tension Values to be used in A.9.3.5.12.1 calculations should be performedin accordance with ACI 318, Chapter 17 formulas using the variables and recommendations obtained fromthe approved evaluation service reports (such as ICC-ES Reports) for a particular anchor, which shouldthen be adjusted to ASD values. All post-installed concrete anchors must be prequalified in accordancewith ACI 355.2 or other approved qualification procedures. This information is usually available from theanchor manufacturer.

The variables below are among those contained in the approved evaluation reports for use in ACI

318, Chapter 17 calculations. These variables do not include the allowable tension and shear capacities,but provide the information needed to calculate them. The strength design capacities must be calculatedusing the appropriate procedures in ACI 318 Chapter 17, and then converted to allowable stress designcapacities.

D a = Anchor diameter

h no m = Nominal Embedment

h ef = Effective Embedment

h min = Min. Concrete Thickness

C a c = Critical Edge Distance N sa = Steel Strength in Tension le = Length of Anchor in Shear

N p,cr = Pull-Out Strength Cracked Concrete

K cp = Coefficient for Pryout Strength

V sa,eq = Shear Strength Single Anchor Seismic Loads

V st.deck,eq = Shear Strength Single Anchor Seismic Loads installed through the soffit of the metal deck

5. Replace A.9.3.5.12.1 with the following (retain and renumber all figures):

A.9.3.5.12.12 The values for the wedge anchor tables and the undercut anchor tables have beendeveloped using the following formula:

? ?

where:

???????? ? ???????? ? 1.2

T = applied service tension load including the effect of prying (F p w x Pr)

F p w = Horizontal Earthquake Load

Pr = prying factor based on fitting geometry and brace angle from vertical

T allow = allowable service tension load

V = applied service shear load

V allow = allowable service shear load

T/ T allow shall not be greater than 1.0.

V/ V allow shall not be greater than 1.0.

The allowable tension and shear loads come from the anchor manufacturer’s published data. The designloads have been amplified by an over-strength factor of 2.0, and the allowable strength of the anchors hasbeen increased by a factor of 1.2. The effect of prying on the tension applied to the anchor is consideredwhen developing appropriate capacity values. The applied tension equation includes the prying effectwhich varies with the orientation of the fastener in


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relationship to the brace necessary at various brace angles. The letters A through D in the followingequations are dimensions of the attachment geometry as indicated in Figures A.9.3.5.12.2(a) throughA.9.3.5.12.2(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

Tan? = Tangent of Brace Angle from vertical

Sin? = Sine of Brace Angle from vertical

The greater Pr value calculated in Tension or Compression applies

The Pr value cannot be less than 1.000/Tan? for designated angle category A, B and C, 1.000 fordesignated angle category D, E and F or 0.000 for designated angle category G, H, and I.

For designated angle category A, B and C, the Applied Tension including the effect of prying

(Pr) is as follows:

For braces acting in TENSION: If Cr >Brace angle from vertical

? ?? ? ?????? ?

?

C ? A

If Cr < Brace angle from vertical

?? ? ??????? ? D? /A

? ? ?

?? ? ?? ? ????? ??/?

For braces acting in COMPRESSION:

If Cr > Brace angle from vertical


?? ? ??

? ? ?

????

? ? ??/?

? ? ?

?? ? ?? ? ???????/?

For designated angle category D, E and F, the Applied Tension including the effect of prying

(Pr) is as follows:

For braces acting in TENSION:


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? ?? ? ?????? ?

?

If Cr >Brace angle from vertical

?? ? ??

D

????

? ? ?? ? ??? /B


?? ? ??C ? A? ? ?

D

????

??/A



D

?? ? ??????? ? ?? ? ??? /A


?? ? ??C ? ?? ? ?

D

????

??/B

For designated angle category G, H and I the Applied Tension including the effect of prying (Pr)

is as follows:



?? ? ?

D

?/???? B


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? Pr ? ?

?

?/??? ?

The lightweight concrete anchor tables 9.3.5.12.2(a) and (b) were based on sand lightweight concretewhich represents a conservative assumption for the strength of the material. For seismic applicationscracked concrete was assumed.

6. Add a new Annex E.7 to read as follows:

E.7 Allowable Loads for Concrete Anchors. The following sections provide step-by-step examples ofthe procedures for determining the allowable loads for concrete anchors as they are found in Tables9.3.5.12.2(a) through 9.3.5.12.2(f). Tables 9.3.5.12.2(a) through (f) were developed using the pryingfactors found in Table E.7(a) and the representative strength design seismic shear and tension values forconcrete anchors found in Table E.7(b).

Table E.7(a) Prying Factors for Table 9.3.5.12.2(a) through Table 9.3.5.12.2(f) Concrete

Anchors

Pr

Range

Fig. 9.3.5.12.1 Designated Angle Category

A B C D E F G H I

Lowest 2.0 1.1 0.7 1.2 1.1 1.1 1.4 0.9 0.8

Low 3.5 1.8 1.0 1.7 1.8 2.0 1.9 1.3 1.1

High 5.0 2.5 1.3 2.2 2.5 2.9 2.4 1.7 1.4

Highest 6.5 3.2 1.6 2.7 3.2 3.8 2.9 2.1 1.7

Table E.7(b)Representative Strength Design Seismic Shear and Tension Values Used for

Concrete Anchors

Wedge Anchors in 3000 psi LW Sand

Concrete on Metal Deck

AnchorDia.(in.)

NominalEmbedment

(in.)

LRFDTension

(lbs.)

LRFDShear(lbs.)

3/8 2 573 1172

1/2 2.375 804 1616

5/8 3.125 1102 1744


Concrete

AnchorDia.(in.)

NominalEmbedment

(in.)

LRFDTension

(lbs.)

LRFDShear(lbs.)

3/8 2 637 550

1/2 3.625 871 745

5/8 3.875 1403 1140

3/4 4.125 1908 1932


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Wedge Anchors in 3000 psi NW Concrete

AnchorDia.(in.)

NominalEmbedment

(in.)

LRFDTension

(lbs.)

LRFDShear(lbs.)

3/8 2 1063 917

1/2 3.625 2639 2052

5/8 3.875 3004 2489

3/4 4.125 3179 3206


AnchorDia.(in.)

NominalEmbedment

(in.)

LRFDTension

(lbs.)

LRFDShear(lbs.)

3/8 2 1226 1088

1/2 3.625 2601 2369

5/8 3.875 3469 2586

3/4 4.125 3671 3717


AnchorDia.(in.)

NominalEmbedment

(in.)

LRFDTension

(lbs.)

LRFDShear(lbs.)

3/8 2.25 1592 1322

1/2 3.625 3186 2902

5/8 3.875 4249 3167

3/4 4.125 4497 4553

Undercut Anchors in 3000 psi NW Concrete

AnchorDia.(in.)

NominalEmbedment

(in.)

LRFDTension

(lbs.)

LRFDShear(lbs.)

3/8 5 4096 1867

1/2 7 5322 2800

5/8 9.5 6942 5675

3/4 12 10182 9460

E.7.1 Procedure for Selecting a Wedge Anchor Using Tables 9.3.5.12.2(a) through

9.3.5.12.2(f).

Step 1. Determine the ASD Horizontal Earthquake Load F p w.

Step 1a. Calculate the weight of the water-filled pipe within the Zone of Influence of the brace.


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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 p w.

Step 2. Select a concrete anchor from Tables 9.3.5.12.2(a) through 9.3.5.12.2(f) with a maximum loadcapacity that is greater than the calculated horizontal earthquake load F p w from Step 1.

Step 2a. Locate the table for the applicable concrete strength.

Step 2b. Find the column in the selected table for the applicable designated angle category (Athru I) and the appropriate prying factor Pr range.

Step 2c. Scan down the category column to find a concrete anchor diameter, embedment depth,and maximum load capacity that is greater than the calculated horizontal earthquake load F p wfrom Step 1.

(ALTERNATIVE) Step 2. As an alternative to using the maximum load values in Tables

9.3.5.12.2(a) through 9.3.5.12.2(f), select an AC355.2 seismically pre-qualified concrete anchor with aload-carrying capacity that exceeds the calculated F p w, with calculations, including the effects of prying,based on seismic shear and tension values taken from an ICC-ES Report and calculated in accordancewith ACI 318, Chapter 17 and adjusted to ASD values by multiplying by 0.43 per 9.3.5.12.8.3(D).

EXAMPLE

Step 1. Zone of Influence F p w.

Step 1a.

40 ft. of 2½” Sch. 10 pipe plus 15% Fitting Allowance

40 x 5.89 lbs/ft x 1.15 = 270.94 lbs

Step 1b. Seismic Coefficient Cp from Table 9.3.5.9.3

C p = 0.35

Step 1c. F p w = 0.35 x 270.94 = 94.8 lbs.

Step 2. Select a concrete anchor from Tables 9.3.5.12.2(a) through 9.3.5.12.2(f).

Step 2a. Using the table for 4000 psi Normal Weight Concrete.

Step 2b. Fastener Orientation “A” – assume the manufacturers prying factor is 3.0 for the fitting.Use the Pr range of 2.1 – 3.5.

Step 2c. Allowable F p w on 3/8” dia. with 2” embedment = 135 lbs and is greater than the

Calculated F p w of 94.8 lbs.

E.7.2 Calculation Procedure for Maximum Load Capacity of Concrete Anchors. This example showshow the effects of prying and brace angle are calculated.

Step 1. Determine the Allowable Seismic Tension Value (T allow) and the Allowable Seismic Shear Value(V allow) for the anchor, based on data found in the in the anchor manufacturer’s approved evaluationreport. Note that, in this example, it is assumed the evaluation report provides the allowable tension andshear capacities. If this is not the case, then the strength design anchor capacities must be determinedusing the procedures in ACI 318, Chapter 17, which are then converted to ASD values by dividing by afactor of 1.4. As an alternative to

calculating the Allowable Seismic Tension Value (T allow) and the Allowable Seismic Shear Value

(V allow) for the anchor, the seismic tension and shear values that were used to calculate the Figure

9.3.5.12.1 for anchor allowable load tables may be used.

Step 1a. Find the ASD Seismic Tension capacity (T allow) for the anchor according to the strengthof concrete, diameter of the anchor, and embedment depth of the anchor. Divide the ASD tensionvalue by 2.0 and then multiply by 1.2.

Step 1b. Find the ASD Seismic Shear capacity (V allow) for the anchor according to the strengthof concrete, diameter of the anchor, and embedment depth of the anchor. Divide

the ASD shear value by 2.0 and then multiply by 1.2.

Step 2. Calculate the Applied Seismic Tension (T) and the Applied Seismic Shear (V) based on the


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Calculated Horizontal Earthquake Load F p w.

Step 2a. Calculate the designated angle category Applied Tension Factor Including the

Effects of Prying (Pr) using the following formulas: Category “A”,“B” and “C”

C ? A

?? ? ??????? ? D? /A

Category “D”, “E” and “F”

D

?? ? ??C ? A? ? ?

????

??/A

Category “G”, “H” and “I”

?

?? ? ?

?

?/ ????

Step 2b. Calculate the ASD Applied Seismic Tension (T) on the anchor, including the effects ofprying, and when applied at the applicable brace angle from vertical and the designated anglecategory (A thru I) using the following formula:

T = F p w x Pr

Step 2c. Calculate the ASD Applied Seismic Shear (V) on the anchor, when applied at theapplicable brace angle from vertical and the designated angle category (A thru I) using thefollowing formulas:

Category “A”, “B” and “C”

V = F pw


? ? ???/????


V = F p w /Sin θ

Step 3. Check the anchor for combined tension and shear loads using the formula:

? ?

???????? ? ???????? ? 1.2

Confirm T/T allow & V/V allow <= 1.0

EXAMPLE

Sample Calculation, Maximum Load Capacity of

Concrete Anchors as Shown in Tables 9.3.5.12.2(a) through 9.3.5.12.2(f)

In this example, a sample calculation is provided showing how the values in Tables 9.3.5.12.2(a)

through 9.3.5.12.2(f) were calculated.

Step 1. Determine the Allowable Seismic Tension Value (T allow) and the Allowable Seismic


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Shear Value (V allow) for a concrete anchor in Figure 9.3.5.12.1.

Step 1a. The Table E.7(b) Strength Design Seismic Tension Value (T allow) for a 1/2” CarbonSteel Anchor with 3 5/8” Embedment Depth in 4,000 psi Normal Weight Concrete is 2601 lbs.Therefore, the Allowable Stress Design Seismic Tension Value (T allow) is 2601 / 1.4 / 2.0 x 1.2 =1115 lbs.

Step 1b. The Table E.7(b) Strength Design Seismic Shear Value (V allow) for a 1/2”

Carbon Steel Anchor with 3 5/8” embedment is 2369 lbs. Therefore, the Allowable Stress

Design Seismic Shear Value (V allow) is 2369 / 1.4 / 2.0 x 1.2 = 1015 lbs.

Step 2. Using the Applied Seismic Tension Value (T) and the Applied Seismic Shear Value (V) based onan ASD Horizontal Earthquake Load (F p w) of 170 lbs, a 30o brace angle from vertical and designatedangle category “A”.

Step 2a. Calculate the ASD Applied Seismic Tension Value (T) on the anchor, including theeffects of prying, using the formula:

C ? A

? ? ???? ??????? ? D??/A

where:

T = applied service tension load including the effect of prying

F p w = Horizontal Earthquake Load (F p w = 170)

Tan = Tangent of Brace Angle from vertical (Tan? 30o = 0.5774) A = 0.7500

B = 1.5000

C = 2.6250

D = 1.0000

T = F p w x Pr

? ? ???? ??

2.625 ? 0.75

0.5774 ? ? 1.0??/0.75

? ? ???? ?5.8452 ? 1.0??/0.75

? ? ???? ??5.8452? ? 1.0??/0.75

4.8451

? ? ??? ?

?

0.75


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? ? ??? x 6.46

? ? 170 lbs x 6.46 ? 1098.2 lbs

Step 2b. The ASD Applied Seismic Shear Value (V) on the anchor for anchor orientations “A”, “B”& “C” is equal to the ASD Horizontal Earthquake Load (Fpw) =

170 lbs.

Step 3 Calculate the maximum Allowable Horizontal Earthquake Load Fpw using the formula:

? ?

???????? ? ???????? ? 1.2

1098.2

170

? ? .9849 ? .1675 ? 1.1524 ?? ?. ??

? 1115 ? ? ?1015

Issue Date: August 18, 2015

Effective Date: September 7, 2015

(Note: For further information on NFPA Codes and Standards, please seewww.nfpa.org/codelist) Copyright © 2015 All Rights Reserved



NFPA 13

Standard for the Installation of Sprinkler Systems

2016 Edition

Reference: 2.3.1, 3.11.9, A.3.11.9, 9.3.5.12, A.9.3.5.12, A.9.3.5.12.1 and E.7

TIA 16-2

(SC 15-8-15 / TIA Log #1180)

Note: Text of the TIA was issued and incorporated into the document prior to printing, therefore noseparate publication is necessary.

1. Revise the reference in 2.3.1 to read as follows:

2.3.1 ACI Publications.

American Concrete Institute, P.O. Box 9094, Farmington Hills, MI 48333.

ACI 318-14, Building Code Requirements for Structural Concrete and Commentary, 2014. ACI 355.2,Qualification of Post-Installed Mechanical Anchors in Concrete and Commentary,

2007.

2. Add a new definition on Prying Factor and corresponding annex to read as follows:

3.11.9* Prying Factor. A factor based on fitting geometry and brace angle from vertical that results in anincrease in tension load due to the effects of prying between the upper seismic brace attachment fittingand the structure.


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A. 3.11.9 Prying factors in NFPA 13 are utilized to determine the design loads for attachments to concrete.Prying is a particular concern for anchorage to concrete because the anchor may fail in

a brittle fashion.

3. Revise section 9.3.5.12 as follows:


9.3.5.12.1 The designated angle category for the fastener(s) used in the sway brace installation shall bedetermined in accordance with Figure 9.3.5.12.1.

Figure 9.3.5.12.1 Designation of Angle Category Based on Angle of Sway Brace and

Fastener Orientation.

9.3.5.12.12 * For individual fasteners, unless alternate allowable loads are determined and certified by aregistered professional engineer, the loads determined in 9.3.5.9 shall not exceed the allowable loadsprovided in Tables 9.3.5.12.2(a) through 9.3.5.12.2(i).

Table 9.3.5.12.2 (a) Maximum Load for Wedge Anchors in 3000 psi (207 bar) Lightweight

Cracked Concrete on Metal Deck.

Wedge Anchors in 3000 psi Lightweight Cracked Concrete on Metal Deck(lbs.)

Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

< 2.0

Pr

< 1.1

Pr

< 0.7

Pr

< 1.2

Pr

< 1.1

Pr

<1.1

Pr

< 1.4

Pr

< 0.9

Pr

< 0.8

3/8 2 117 184 246 - - - - - -

1/2 2 3/8 164 257 344 - - - - - -

5/8 3 1/8 214 326 424 - - - - - -

Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

2.1 -3.5

Pr

1.2 -1.8

Pr

0.8 -1.0

Pr

1.3 -1.7

Pr

1.2 -1.8

Pr

1.2 -2.0

Pr

1.5 -1.9

Pr

1.0 -1.3

Pr

0.9 -1.1


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3/8 2 69 127 196 - - - - - -

1/2 2 3/8 97 178 274 - - - - - -

5/8 3 1/8 133 232 346 - - - - - -

Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

3.6 -5.0

Pr

1.9 -2.5

Pr

1.1 -1.3

Pr

1.8 -2.2

Pr

1.9 -2.5

Pr

2.1 -2.9

Pr

2.0 -2.4

Pr

1.4 -1.7

Pr

1.2 -1.4

3/8 2 48 97 163 - - - - - -

1/2 2 3/8 67 136 228 - - - - - -

5/8 3 1/8 93 179 292 - - - - - -

Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

5.1 -6.5

Pr

2.6 -3.2

Pr

1.4 -1.6

Pr

2.3 -2.7

Pr

2.6 -3.2

Pr

3.0 -3.8

Pr

2.5 -2.9

Pr

1.8 -2.1

Pr

1.5 -1.7

3/8 2 36 75 139 - - - - - -

1/2 2 3/8 51 106 196 - - - - - -

5/8 3 1/8 71 146 252 - - - - - -


1 lb = 0.45 kg

Table 9.3.5.12.2 (b) Maximum Load for Wedge Anchors in 3000 psi (207 bar) Lightweight

Cracked Concrete


Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

< 2.0

Pr

< 1.1

Pr

< 0.7

Pr

< 1.2

Pr

< 1.1

Pr

< 1.1

Pr

< 1.4

Pr

< 0.9

Pr

< 0.8

3/8 2 102 144 175 101 144 184 87 128 152

1/2 2 3/8 140 196 238 137 196 251 118 174 207

5/8 3 1/4 222 308 372 215 308 397 220 272 323

3/4 4 1/8 327 469 580 336 469 586 289 426 504

Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

2.1 -3.5

Pr

1.2 -1.8

Pr

0.8 -1.0

Pr

1.3 -1.7

Pr

1.2 -1.8

Pr

1.2 -2.0

Pr

1.5 -1.9

Pr

1.0 -1.3

Pr

0.9 -1.1

3/8 2 69 109 150 87 109 121 76 110 133

1/2 2 3/8 94 149 205 119 149 166 104 150 181

5/8 3 1/4 151 237 322 187 237 265 201 236 285

3/4 4 1/8 217 351 492 286 351 380 252 362 436


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Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

3.6 -5.0

Pr

1.9 -2.5

Pr

1.1 -1.3

Pr

1.8 -2.2

Pr

1.9 -2.5

Pr

2.1 -2.9

Pr

2.0 -2.4

Pr

1.4 -1.7

Pr

1.2 -1.4

3/8 2 52 88 132 76 88 90 68 97 118

1/2 2 3/8 71 121 180 104 121 124 93 132 161

5/8 3 1/4 114 192 284 165 192 198 185 208 254

3/4 4 1/8 162 280 427 249 280 281 223 315 385

Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

5.1 -6.5

Pr

2.6 -3.2

Pr

1.4 -1.6

Pr

2.3 -2.7

Pr

2.6 -3.2

Pr

3.0 -3.8

Pr

2.5 -2.9

Pr

1.8 -2.1

Pr

1.5 -1.7

3/8 2 41 74 117 68 74 70 61 86 106

1/2 2 3/8 56 101 160 93 101 97 84 118 145

5/8 3 1/4 91 161 253 148 161 157 172 186 230

3/4 4 1/8 124 233 378 221 233 214 200 279 344


1 lb = 0.45 kg

Table 9.3.5.12.2 (c) Maximum Load for Wedge Anchors in 3000 psi (207 bar) Normal



Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

< 2.0

Pr

< 1.1

Pr

< 0.7

Pr

< 1.2

Pr

< 1.1

Pr

< 1.1

Pr

< 1.4

Pr

< 0.9

Pr

< 0.8

3/8 2 171 240 292 169 240 307 145 214 254

1/2 3 5/8 412 567 682 394 567 735 340 498 592

5/8 3 7/8 480 668 809 468 668 859 479 591 703

3/4 4 1/8 545 780 965 559 780 976 482 709 839

Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

2.1 -3.5

Pr

1.2 -1.8

Pr

0.8 -1.0

Pr

1.3 -1.7

Pr

1.2 -1.8

Pr

1.2 -2.0

Pr

1.5 -1.9

Pr

1.0 -1.3

Pr

0.9 -1.1

3/8 2 116 183 252 146 183 203 128 184 223

1/2 3 5/8 282 438 592 344 438 493 302 434 523

5/8 3 7/8 327 512 699 406 512 571 438 512 618

3/4 4 1/8 363 584 819 477 584 634 420 604 727



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(in.) (in.)Pr

3.6 -5.0

Pr

1.9 -2.5

Pr

1.1 -1.3

Pr

1.8 -2.2

Pr

1.9 -2.5

Pr

2.1 -2.9

Pr

2.0 -2.4

Pr

1.4 -1.7

Pr

1.2 -1.4

3/8 2 87 148 221 128 148 152 114 162 198

1/2 3 5/8 214 357 523 305 357 371 271 384 469

5/8 3 7/8 247 415 615 359 415 428 404 452 551

3/4 4 1/8 271 467 712 416 467 468 371 526 641

Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

5.1 -6.5

Pr

2.6 -3.2

Pr

1.4 -1.6

Pr

2.3 -2.7

Pr

2.6 -3.2

Pr

3.0 -3.8

Pr

2.5 -2.9

Pr

1.8 -2.1

Pr

1.5 -1.7

3/8 2 69 124 197 115 124 118 103 145 178

1/2 3 5/8 173 301 469 274 301 296 247 345 425

5/8 3 7/8 197 349 549 321 349 337 374 404 498

3/4 4 1/8 208 389 629 369 389 357 333 465 573


1 lb = 0.45 kg

Table 9.3.5.12.2 (d) Maximum Load for Wedge Anchors in 4000 psi (276 bar) Normal



Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

< 2.0

Pr

< 1.1

Pr

< 0.7

Pr

< 1.2

Pr

< 1.1

Pr

< 1.1

Pr

< 1.4

Pr

< 0.9

Pr

< 0.8

3/8 2 200 282 344 199 282 359 171 251 299

1/2 3 5/8 430 607 742 430 607 770 370 544 645

5/8 3 7/8 532 729 872 505 729 950 511 636 758

3/4 4 1/8 630 903 1117 647 903 1129 558 821 971

Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

2.1 -3.5

Pr

1.2 -1.8

Pr

0.8 -1.0

Pr

1.3 -1.7

Pr

1.2 -1.8

Pr

1.2 -2.0

Pr

1.5 -1.9

Pr

1.0 -1.3

Pr

0.9 -1.1

3/8 2 135 214 295 171 214 236 150 216 261

1/2 3 5/8 289 460 636 370 460 506 325 467 563

5/8 3 7/8 367 566 760 442 566 642 470 557 672

3/4 4 1/8 419 676 948 552 676 733 486 699 841



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(in.) (in.)Pr

3.6 -5.0

Pr

1.9 -2.5

Pr

1.1 -1.3

Pr

1.8 -2.2

Pr

1.9 -2.5

Pr

2.1 -2.9

Pr

2.0 -2.4

Pr

1.4 -1.7

Pr

1.2 -1.4

3/8 2 101 172 258 150 172 176 134 190 232

1/2 3 5/8 218 370 556 325 370 377 290 410 500

5/8 3 7/8 280 463 674 393 463 484 435 494 603

3/4 4 1/8 313 540 824 481 540 541 430 608 741

Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

5.1 -6.5

Pr

2.6 -3.2

Pr

1.4 -1.6

Pr

2.3 -2.7

Pr

2.6 -3.2

Pr

3.0 -3.8

Pr

2.5 -2.9

Pr

1.8 -2.1

Pr

1.5 -1.7

3/8 2 79 144 230 134 144 137 121 169 209

1/2 3 5/8 170 310 494 289 310 292 261 365 449

5/8 3 7/8 226 391 605 354 391 389 406 445 547

3/4 4 1/8 241 449 728 427 449 413 386 538 663


1 lb = 0.45 kg

Table 9.3.5.12.2(e) Maximum Load for Wedge Anchors in 6000 psi (414 bar) Normal



Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

<2.0

Pr

< 1.1

Pr

< 0.7

Pr

<1.2

Pr

< 1.1

Pr

< 1.1

Pr

<1.4

Pr

< 0.9

Pr

< 0.8

3/8 2 1/4 254 354 428 199 354 585 213 313 372

1/2 3 5/8 527 744 910 418 744 1227 454 667 791

5/8 3 7/8 652 893 1069 504 893 1481 626 780 928

3/4 4 1/8 772 1106 1369 622 1106 1819 684 1005 1190

Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

2.1 -3.5

Pr

1.2 -1.8

Pr

0.8 -1.0

Pr

1.3 -1.7

Pr

1.2 -1.8

Pr

1.2 -2.0

Pr

1.5 -1.9

Pr

1.0 -1.3

Pr

0.9 -1.1

3/8 2 1/4 172 271 370 215 271 302 188 271 327

1/2 3 5/8 355 564 780 453 564 621 399 573 690

5/8 3 7/8 450 694 932 542 694 786 576 682 823

3/4 4 1/8 514 828 1162 676 828 898 595 856 1030



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(in.) (in.)Pr

3.6 -5.0

Pr

1.9 -2.5

Pr

1.1 -1.3

Pr

1.8 -2.2

Pr

1.9 -2.5

Pr

2.1 -2.9

Pr

2.0 -2.4

Pr

1.4 -1.7

Pr

1.2 -1.4

3/8 2 1/4 130 219 325 189 219 226 169 239 292

1/2 3 5/8 267 454 682 398 454 462 355 502 613

5/8 3 7/8 343 567 826 481 567 593 534 606 739

3/4 4 1/8 384 662 1009 590 662 663 527 745 909

Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

5.1 -6.5

Pr

2.6 -3.2

Pr

1.4 -1.6

Pr

2.3 -2.7

Pr

2.6 -3.2

Pr

3.0 -3.8

Pr

2.5 -2.9

Pr

1.8 -2.1

Pr

1.5 -1.7

3/8 2 1/4 103 184 290 170 184 178 153 214 263

1/2 3 5/8 209 380 606 355 380 358 320 447 551

5/8 3 7/8 277 480 741 433 480 476 497 545 671

3/4 4 1/8 295 551 892 523 551 506 473 660 813


1 lb = 0.45 kg

Table 9.3.5.12.2(f) Maximum Load for Undercut Anchors in 3000 psi (207 bar) Normal



Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

< 2.0

Pr

< 1.1

Pr

< 0.7

Pr

< 1.2

Pr

< 1.1

Pr

< 1.1

Pr

< 1.4

Pr

< 0.9

Pr

< 0.8

3/8 4 3/8 501 638 726 420 638 889 362 525 630

1/2 7 700 911 1051 608 911 1245 525 761 912

5/8 9 1/2 1106 1535 1855 1074 1535 1975 1098 1356 1612

3/4 12 1701 2404 2946 1707 2404 3041 1472 2161 2561

Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

2.1 -3.5

Pr

1.2 -1.8

Pr

0.8 -1.0

Pr

1.3 -1.7

Pr

1.2 -1.8

Pr

1.2 -2.0

Pr

1.5 -1.9

Pr

1.0 -1.3

Pr

0.9 -1.1

3/8 4 3/8 368 526 658 381 526 643 333 477 578

1/2 7 505 738 942 547 738 882 479 685 829

5/8 9 1/2 754 1179 1604 933 1179 1318 1005 1177 1419

3/4 12 1143 1819 2520 1468 1819 1996 1291 1854 2233



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(in.) (in.)Pr

3.6 -5.0

Pr

1.9 -2.5

Pr

1.1 -1.3

Pr

1.8 -2.2

Pr

1.9 -2.5

Pr

2.1 -2.9

Pr

2.0 -2.4

Pr

1.4 -1.7

Pr

1.2 -1.4

3/8 4 3/8 291 447 601 350 447 504 309 437 534

1/2 7 395 620 854 497 620 683 440 622 760

5/8 9 1/2 572 957 1413 825 957 989 927 1039 1268

3/4 12 860 1463 2202 1287 1463 1486 1149 1624 1980

Diameter

(in.)

Embedment

(in.)

A B C D E F G H I

Pr

5.1 -6.5

Pr

2.6 -3.2

Pr

1.4 -1.6

Pr

2.3 -2.7

Pr

2.6 -3.2

Pr

3.0 -3.8

Pr

2.5 -2.9

Pr

1.8 -2.1

Pr

1.5 -1.7

3/8 4 3/8 241 389 554 323 389 414 287 403 496

1/2 7 324 535 780 455 535 557 407 570 701

5/8 9 1/2 456 806 1263 739 806 781 859 931 1145

3/4 12 670 1223 1955 1146 1223 1147 1035 1444 1778


1 lb = 0.45 kg


Table 9.3.5.12.2(h) Maximum Load for Through-Bolts in Sawn Lumber or Glue- Laminated Timbers


Table 9.3.5.12.2(i) Maximum Load for Lag Screws and Lag Bolts in Wood

Note: Wood fastener maximum capacity values are based on the 2001 National Design Specifications


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(NDS) for wood with a specific gravity of 0.35. Values for other types of wood can be obtained bymultiplying the above values by the factors in Table 9.3.5.12.2(i).

Table 9.3.5.12.2(j) Factors for Wood Based on Specific Gravity

9.3.5.12.3* The type of fasteners used to secure the bracing assembly to the structure shall be limited tothose shown in Tables 9.3.5.12.2(a) through 9.3.5.12.2(i) or to listed devices.

A.9.3.5.12.3 Listed devices may have accompanying software that performs the calculations to determinethe allowable load.

9.3.5.12.4* For connections to wood, through-bolts with washers on each end shall be used, unless therequirements of 9.3.5.12.5 are met.

9.3.5.12.5 Where it is not practical to install through-bolts due to the thickness of the wood member inexcess of 12 in. (305 mm) or inaccessibility, lag screws shall be permitted and holes shall be pre-drilled1⁄8 in. (3.2 mm) smaller than the maximum root diameter of the lag screw.

9.3.5.12.6 Holes for through-bolts and similar listed attachments shall be 1⁄16 in. (1.6 mm)

greater than the diameter of the bolt.

9.3.5.12.7 The requirements of 9.3.5.12 shall not apply to other fastening methods, which shall beacceptable for use if certified by a registered professional engineer to support the loads determined inaccordance with the criteria in 9.3.5.9.

9.3.5.12.7.1 Calculations shall be submitted where required by the authority having jurisdiction.


9.3.5.12.78 .1* Concrete anchors shall be prequalified for seismic applications in accordance with ACI355.2, Qualification of Post-Installed Mechanical Anchors in Concrete and Commentary, and installed inaccordance with the manufacturer's instructions.

A.9.3.5.12.8.1 Concrete anchors included in current Evaluation Service Reports conforming to therequirements of acceptance criteria AC193 or AC308 as issued by ICC Evaluation Service, Inc. should beconsidered to meet ACI 355.2, Qualification of Post-Installed Mechanical Anchors in Concrete&Commentary.

9.3.5.12.8.2

Unless the requirements of 9.3.5.12.8.3 are met, concrete anchors shall be selected from Table

9.3.5.12.2(a) through Table 9.3.5.12.2(f) based on concrete strength, anchor type, designated anglecategory A through I, prying factor (Pr) range, and allowable maximum load.

9.3.5.12.8.2.1 Sway brace manufacturers shall provide prying factors (Pr) based on geometry of thestructure attachment fitting and the designated angle category A through I as shown in Figure

9.3.5.12.1.

9.3.5.12.8.2.2 Where the prying factor for the fitting is unknown, the largest prying factor range in Tables9.3.5.12.2(a) through 9.3.5.12.2(f) for the concrete strength and designated angle category A through Ishall be used.

9.3.5.12.8.3 In lieu of using the concrete anchor loads in Tables 9.3.5.12.2(a) through

9.3.5.12.2(f), the allowable maximum load may be calculated.

(A) Allowable concrete anchor loads shall be permitted to be determined using approved software thatconsiders the effects of prying for concrete anchors.

(B) Anchors shall be seismically prequalified per 9.3.5.12.8.1.

(C)Allowable maximum loads shall be based on the anchor capacities given in approved evaluationservice reports, where the calculation of ASD allowable shear and tension values are determined inaccordance with ACI 318, Chapter 17 and include the effects of prying, brace angle, and the over strengthfactor (?=2.0).


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(D)* The shear and tension values determined in 9.3.5.12.8.3(C) using ACI 318, Chapter

17 shall be multiplied by 0.43.

A.9.3.5.12.8.3(D) The values from ACI 318, Chapter 17 are strength (LRFD) values that must be dividedby 1.4 in order to convert them to ASD values. The factor of 0.43 was created to simplify the steps neededto account for the strength capacities and the ASD method of calculation. The 0.43 is a rounded valuedetermined by 1.2 (allowable stress increase) divided by the quantity of 2.0 times 1.4 (i.e.0.4286=1.2/(2.0*1.4)).

9.3.5.12.8.4 Concrete anchors other than those shown in Tables 9.3.5.12.2(a) through

9.3.5.12.2(f) shall be acceptable for use where designed in accordance with the requirements of thebuilding code and certified by a registered professional engineer.

4. Revise A.9.3.5.12 to read as follows:

A.9.3.5.12

Current fasteners for anchoring to concrete are referred to as post-installed anchors. There are severaltypes of post-installed anchors, including expansion anchors, chemical or adhesive anchors, and undercutanchors. The criteria in Tables 9.3.5.12.2(a) through 9.3.5.12.2(f) are based on the use of wedgeexpansion anchors and undercut anchors. Use of other anchors in concrete should be in accordance withthe listing provisions of the anchor. Anchorage designs are usable under allowable stress design (ASD)methods.

Values in Tables 9.3.5.12.2(a) through 9.3.5.12.2(f) are based on ultimate strength design values obtainedusing the procedures in ACI 318-11, Appendix D, which are then adjusted for ASD. Wedge anchors aretorque-controlled expansion anchors that are set by applying a torque to the anchor's nut, which causesthe anchor to rise while the wedge stays in place. This causes the wedge to be pulled onto a conedsection of the anchor and presses the wedge against the wall of the hole. Undercut anchors might ormight not be torque-controlled. Typically, the main hole is drilled, a special second drill bit is inserted intothe hole, and flare is drilled at the base of the main hole. Some anchors are self-drilling and do not requirea second drill bit. The anchor is then inserted into the hole and, when torque is applied, the bottom of theanchor flares out into the flared hole, and a mechanical lock is obtained. Consideration should be givenwith respect to the position near the edge of a slab and the spacing of anchors. For full capacity in Tables

9.3.5.12.2(a) through 9.3.5.12.2(f), the edge distance spacing between anchors and thickness of concreteshould conform to the anchor manufacturer’s recommendations.

Calculation of ASD Shear and Tension Values to be used in A.9.3.5.12.1 calculations should be performedin accordance with ACI 318, Chapter 17 formulas using the variables and recommendations obtained fromthe approved evaluation service reports (such as ICC-ES Reports) for a particular anchor, which shouldthen be adjusted to ASD values. All post-installed concrete anchors must be prequalified in accordancewith ACI 355.2 or other approved qualification procedures. This information is usually available from theanchor manufacturer.

The variables below are among those contained in the approved evaluation reports for use in ACI

318, Chapter 17 calculations. These variables do not include the allowable tension and shear capacities,but provide the information needed to calculate them. The strength design capacities must be calculatedusing the appropriate procedures in ACI 318 Chapter 17, and then converted to allowable stress designcapacities.

D a = Anchor diameter

h no m = Nominal Embedment

h ef = Effective Embedment

h min = Min. Concrete Thickness

C a c = Critical Edge Distance N sa = Steel Strength in Tension le = Length of Anchor in Shear

N p,cr = Pull-Out Strength Cracked Concrete

K cp = Coefficient for Pryout Strength

V sa,eq = Shear Strength Single Anchor Seismic Loads

V st.deck,eq = Shear Strength Single Anchor Seismic Loads installed through the soffit of the metal deck


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5. Replace A.9.3.5.12.1 with the following (retain and renumber all figures):

A.9.3.5.12.12 The values for the wedge anchor tables and the undercut anchor tables have beendeveloped using the following formula:

? ?

where:

???????? ? ???????? ? 1.2

T = applied service tension load including the effect of prying (F p w x Pr)

F p w = Horizontal Earthquake Load

Pr = prying factor based on fitting geometry and brace angle from vertical

T allow = allowable service tension load

V = applied service shear load

V allow = allowable service shear load

T/ T allow shall not be greater than 1.0.

V/ V allow shall not be greater than 1.0.

The allowable tension and shear loads come from the anchor manufacturer’s published data. The designloads have been amplified by an over-strength factor of 2.0, and the allowable strength of the anchors hasbeen increased by a factor of 1.2. The effect of prying on the tension applied to the anchor is consideredwhen developing appropriate capacity values. The applied tension equation includes the prying effectwhich varies with the orientation of the fastener in

relationship to the brace necessary at various brace angles. The letters A through D in the followingequations are dimensions of the attachment geometry as indicated in Figures A.9.3.5.12.2(a) throughA.9.3.5.12.2(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

Tan? = Tangent of Brace Angle from vertical

Sin? = Sine of Brace Angle from vertical

The greater Pr value calculated in Tension or Compression applies

The Pr value cannot be less than 1.000/Tan? for designated angle category A, B and C, 1.000 fordesignated angle category D, E and F or 0.000 for designated angle category G, H, and I.

For designated angle category A, B and C, the Applied Tension including the effect of prying

(Pr) is as follows:


? ?? ? ?????? ?

?

C ? A


?? ? ??????? ? D? /A

? ? ?


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?? ? ?? ? ????? ??/?




?? ? ??

? ? ?

????

? ? ??/?

? ? ?

?? ? ?? ? ???????/?

For designated angle category D, E and F, the Applied Tension including the effect of prying

(Pr) is as follows:


? ?? ? ?????? ?

?

If Cr >Brace angle from vertical

?? ? ??

D

????

? ? ?? ? ??? /B


?? ? ??C ? A? ? ?

D

????

??/A



D


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?? ? ??????? ? ?? ? ??? /A


?? ? ??C ? ?? ? ?

D

????

??/B

For designated angle category G, H and I the Applied Tension including the effect of prying (Pr)

is as follows:



?? ? ?

D

?/???? B

? Pr ? ?

?

?/??? ?

The lightweight concrete anchor tables 9.3.5.12.2(a) and (b) were based on sand lightweight concretewhich represents a conservative assumption for the strength of the material. For seismic applicationscracked concrete was assumed.

6. Add a new Annex E.7 to read as follows:

E.7 Allowable Loads for Concrete Anchors. The following sections provide step-by-step examples ofthe procedures for determining the allowable loads for concrete anchors as they are found in Tables9.3.5.12.2(a) through 9.3.5.12.2(f). Tables 9.3.5.12.2(a) through (f) were developed using the pryingfactors found in Table E.7(a) and the representative strength design seismic shear and tension values forconcrete anchors found in Table E.7(b).

Table E.7(a) Prying Factors for Table 9.3.5.12.2(a) through Table 9.3.5.12.2(f) Concrete

Anchors

Pr

Range


A B C D E F G H I

Lowest 2.0 1.1 0.7 1.2 1.1 1.1 1.4 0.9 0.8

Low 3.5 1.8 1.0 1.7 1.8 2.0 1.9 1.3 1.1

High 5.0 2.5 1.3 2.2 2.5 2.9 2.4 1.7 1.4

Highest 6.5 3.2 1.6 2.7 3.2 3.8 2.9 2.1 1.7



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Concrete Anchors


Concrete on Metal Deck

AnchorDia.(in.)

NominalEmbedment

(in.)

LRFDTension

(lbs.)

LRFDShear(lbs.)

3/8 2 573 1172

1/2 2.375 804 1616

5/8 3.125 1102 1744


Concrete

AnchorDia.(in.)

NominalEmbedment

(in.)

LRFDTension

(lbs.)

LRFDShear(lbs.)

3/8 2 637 550

1/2 3.625 871 745

5/8 3.875 1403 1140

3/4 4.125 1908 1932


AnchorDia.(in.)

NominalEmbedment

(in.)

LRFDTension

(lbs.)

LRFDShear(lbs.)

3/8 2 1063 917

1/2 3.625 2639 2052

5/8 3.875 3004 2489

3/4 4.125 3179 3206


AnchorDia.(in.)

NominalEmbedment

(in.)

LRFDTension

(lbs.)

LRFDShear(lbs.)

3/8 2 1226 1088

1/2 3.625 2601 2369

5/8 3.875 3469 2586

3/4 4.125 3671 3717



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AnchorDia.(in.)

NominalEmbedment

(in.)

LRFDTension

(lbs.)

LRFDShear(lbs.)

3/8 2.25 1592 1322

1/2 3.625 3186 2902

5/8 3.875 4249 3167

3/4 4.125 4497 4553


AnchorDia.(in.)

NominalEmbedment

(in.)

LRFDTension

(lbs.)

LRFDShear(lbs.)

3/8 5 4096 1867

1/2 7 5322 2800

5/8 9.5 6942 5675

3/4 12 10182 9460

E.7.1 Procedure for Selecting a Wedge Anchor Using Tables 9.3.5.12.2(a) through

9.3.5.12.2(f).

Step 1. Determine the ASD Horizontal Earthquake Load F p w.

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 p w.

Step 2. Select a concrete anchor from Tables 9.3.5.12.2(a) through 9.3.5.12.2(f) with a maximum loadcapacity that is greater than the calculated horizontal earthquake load F p w from Step 1.

Step 2a. Locate the table for the applicable concrete strength.

Step 2b. Find the column in the selected table for the applicable designated angle category (Athru I) and the appropriate prying factor Pr range.

Step 2c. Scan down the category column to find a concrete anchor diameter, embedment depth,and maximum load capacity that is greater than the calculated horizontal earthquake load F p wfrom Step 1.

(ALTERNATIVE) Step 2. As an alternative to using the maximum load values in Tables

9.3.5.12.2(a) through 9.3.5.12.2(f), select an AC355.2 seismically pre-qualified concrete anchor with aload-carrying capacity that exceeds the calculated F p w, with calculations, including the effects of prying,based on seismic shear and tension values taken from an ICC-ES Report and calculated in accordancewith ACI 318, Chapter 17 and adjusted to ASD values by multiplying by 0.43 per 9.3.5.12.8.3(D).

EXAMPLE

Step 1. Zone of Influence F p w.

Step 1a.

40 ft. of 2½” Sch. 10 pipe plus 15% Fitting Allowance

40 x 5.89 lbs/ft x 1.15 = 270.94 lbs

Step 1b. Seismic Coefficient Cp from Table 9.3.5.9.3

C p = 0.35

Step 1c. F p w = 0.35 x 270.94 = 94.8 lbs.


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Step 2. Select a concrete anchor from Tables 9.3.5.12.2(a) through 9.3.5.12.2(f).

Step 2a. Using the table for 4000 psi Normal Weight Concrete.

Step 2b. Fastener Orientation “A” – assume the manufacturers prying factor is 3.0 for the fitting.Use the Pr range of 2.1 – 3.5.

Step 2c. Allowable F p w on 3/8” dia. with 2” embedment = 135 lbs and is greater than the

Calculated F p w of 94.8 lbs.

E.7.2 Calculation Procedure for Maximum Load Capacity of Concrete Anchors. This example showshow the effects of prying and brace angle are calculated.

Step 1. Determine the Allowable Seismic Tension Value (T allow) and the Allowable Seismic Shear Value(V allow) for the anchor, based on data found in the in the anchor manufacturer’s approved evaluationreport. Note that, in this example, it is assumed the evaluation report provides the allowable tension andshear capacities. If this is not the case, then the strength design anchor capacities must be determinedusing the procedures in ACI 318, Chapter 17, which are then converted to ASD values by dividing by afactor of 1.4. As an alternative to

calculating the Allowable Seismic Tension Value (T allow) and the Allowable Seismic Shear Value

(V allow) for the anchor, the seismic tension and shear values that were used to calculate the Figure

9.3.5.12.1 for anchor allowable load tables may be used.

Step 1a. Find the ASD Seismic Tension capacity (T allow) for the anchor according to the strengthof concrete, diameter of the anchor, and embedment depth of the anchor. Divide the ASD tensionvalue by 2.0 and then multiply by 1.2.

Step 1b. Find the ASD Seismic Shear capacity (V allow) for the anchor according to the strengthof concrete, diameter of the anchor, and embedment depth of the anchor. Divide

the ASD shear value by 2.0 and then multiply by 1.2.

Step 2. Calculate the Applied Seismic Tension (T) and the Applied Seismic Shear (V) based on theCalculated Horizontal Earthquake Load F p w.

Step 2a. Calculate the designated angle category Applied Tension Factor Including the

Effects of Prying (Pr) using the following formulas: Category “A”,“B” and “C”

C ? A

?? ? ??????? ? D? /A


D

?? ? ??C ? A? ? ?

????

??/A


?

?? ? ?

?

?/ ????

Step 2b. Calculate the ASD Applied Seismic Tension (T) on the anchor, including the effects of


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prying, and when applied at the applicable brace angle from vertical and the designated anglecategory (A thru I) using the following formula:

T = F p w x Pr

Step 2c. Calculate the ASD Applied Seismic Shear (V) on the anchor, when applied at theapplicable brace angle from vertical and the designated angle category (A thru I) using thefollowing formulas:


V = F pw


? ? ???/????


V = F p w /Sin θ


? ?

???????? ? ???????? ? 1.2

Confirm T/T allow & V/V allow <= 1.0

EXAMPLE

Sample Calculation, Maximum Load Capacity of

Concrete Anchors as Shown in Tables 9.3.5.12.2(a) through 9.3.5.12.2(f)

In this example, a sample calculation is provided showing how the values in Tables 9.3.5.12.2(a)

through 9.3.5.12.2(f) were calculated.

Step 1. Determine the Allowable Seismic Tension Value (T allow) and the Allowable Seismic

Shear Value (V allow) for a concrete anchor in Figure 9.3.5.12.1.

Step 1a. The Table E.7(b) Strength Design Seismic Tension Value (T allow) for a 1/2” CarbonSteel Anchor with 3 5/8” Embedment Depth in 4,000 psi Normal Weight Concrete is 2601 lbs.Therefore, the Allowable Stress Design Seismic Tension Value (T allow) is 2601 / 1.4 / 2.0 x 1.2 =1115 lbs.

Step 1b. The Table E.7(b) Strength Design Seismic Shear Value (V allow) for a 1/2”

Carbon Steel Anchor with 3 5/8” embedment is 2369 lbs. Therefore, the Allowable Stress

Design Seismic Shear Value (V allow) is 2369 / 1.4 / 2.0 x 1.2 = 1015 lbs.

Step 2. Using the Applied Seismic Tension Value (T) and the Applied Seismic Shear Value (V) based onan ASD Horizontal Earthquake Load (F p w) of 170 lbs, a 30o brace angle from vertical and designatedangle category “A”.

Step 2a. Calculate the ASD Applied Seismic Tension Value (T) on the anchor, including theeffects of prying, using the formula:

C ? A

? ? ???? ??????? ? D??/A


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where:

T = applied service tension load including the effect of prying

F p w = Horizontal Earthquake Load (F p w = 170)

Tan = Tangent of Brace Angle from vertical (Tan? 30o = 0.5774) A = 0.7500

B = 1.5000

C = 2.6250

D = 1.0000

T = F p w x Pr

? ? ???? ??

2.625 ? 0.75

0.5774 ? ? 1.0??/0.75

? ? ???? ?5.8452 ? 1.0??/0.75

? ? ???? ??5.8452? ? 1.0??/0.75

4.8451

? ? ??? ?

?

0.75

? ? ??? x 6.46

? ? 170 lbs x 6.46 ? 1098.2 lbs

Step 2b. The ASD Applied Seismic Shear Value (V) on the anchor for anchor orientations “A”, “B”& “C” is equal to the ASD Horizontal Earthquake Load (Fpw) =

170 lbs.


? ?

???????? ? ???????? ? 1.2

1098.2

170

? ? .9849 ? .1675 ? 1.1524 ?? ?. ??

? 1115 ? ? ?1015

Issue Date: August 18, 2015

Effective Date: September 7, 2015

(Note: For further information on NFPA Codes and Standards, please seewww.nfpa.org/codelist) Copyright © 2015 All Rights Reserved



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TIA_13_16_2.pdf NFPA TIA 16-2 (Log No. 1180)


NOTE: This public input originates from Tentative Interim Amendment No. 16-2 (Log 1180) issued by the Standards Council on August 18, 2015 and per the NFPA Regs., needs to be reconsidered by the Technical Committee for the next edition of the Document.


Submitter FullName:

TC ON AUT-HBS

Organization: NFPA

Affilliation:TC on Hanging and Bracing of Water-Based Fire ProtectionSystems

Street Address:

City:

State:

Zip:

Submittal Date: Tue May 17 12:50:04 EDT 2016


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NFPA 13 Standard for the Installation of Sprinkler Systems

2016 Edition Reference: 2.3.1, 3.11.9, A.3.11.9, 9.3.5.12, A.9.3.5.12, A.9.3.5.12.1 and E.7 TIA 16-2 (SC 15-8-15 / TIA Log #1180) Note: Text of the TIA was issued and incorporated into the document prior to printing, therefore no separate publication is necessary. 1. Revise the reference in 2.3.1 to read as follows: 2.3.1 ACI Publications. American Concrete Institute, P.O. Box 9094, Farmington Hills, MI 48333. ACI 318-14, Building Code Requirements for Structural Concrete and Commentary, 2014. ACI 355.2, Qualification of Post-Installed Mechanical Anchors in Concrete and Commentary, 2007. 2. Add a new definition on Prying Factor and corresponding annex to read as follows: 3.11.9* Prying Factor. A factor based on fitting geometry and brace angle from vertical that results in an increase in tension load due to the effects of prying between the upper seismic brace attachment fitting and the structure. A. 3.11.9 Prying factors in NFPA 13 are utilized to determine the design loads for attachments to concrete. Prying is a particular concern for anchorage to concrete because the anchor may fail in a brittle fashion.

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3. Revise section 9.3.5.12 as follows: 9.3.5.12* Fasteners. 9.3.5.12.1 The designated angle category for the fastener(s) used in the sway brace installation shall be determined in accordance with Figure 9.3.5.12.1.

Figure 9.3.5.12.1 Designation of Angle Category Based on Angle of Sway Brace and Fastener Orientation. 9.3.5.12.12* For individual fasteners, unless alternate allowable loads are determined and certified by a registered professional engineer, the loads determined in 9.3.5.9 shall not exceed the allowable loads provided in Tables 9.3.5.12.2(a) through 9.3.5.12.2(i).

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Table 9.3.5.12.2 (a) Maximum Load for Wedge Anchors in 3000 psi (207 bar) Lightweight Cracked Concrete on Metal Deck.

Wedge Anchors in 3000 psi Lightweight Cracked Concrete on Metal Deck (lbs.)

Diameter (in.)

Embedment (in.)

A B C D E F G H I

Pr Pr Pr Pr Pr Pr Pr Pr Pr

< 2.0 < 1.1 < 0.7 < 1.2 < 1.1 < 1.1 < 1.4 < 0.9 < 0.8

3/8 2 117 184 246 - - - - - -

1/2 2 3/8 164 257 344 - - - - - -

5/8 3 1/8 214 326 424 - - - - - -

Diameter (in.)

Embedment (in.)

A B C D E F G H I


2.1 - 3.5 1.2 - 1.8 0.8 - 1.0 1.3 - 1.7 1.2 - 1.8 1.2 - 2.0 1.5 - 1.9 1.0 - 1.3 0.9 - 1.1

3/8 2 69 127 196 - - - - - -

1/2 2 3/8 97 178 274 - - - - - -

5/8 3 1/8 133 232 346 - - - - - -

Diameter (in.)

Embedment (in.)

A B C D E F G H I


3.6 - 5.0 1.9 - 2.5 1.1 - 1.3 1.8 - 2.2 1.9 - 2.5 2.1 - 2.9 2.0 - 2.4 1.4 - 1.7 1.2 - 1.4

3/8 2 48 97 163 - - - - - -

1/2 2 3/8 67 136 228 - - - - - -

5/8 3 1/8 93 179 292 - - - - - -

Diameter (in.)

Embedment (in.)

A B C D E F G H I


5.1 - 6.5 2.6 - 3.2 1.4 - 1.6 2.3 - 2.7 2.6 - 3.2 3.0 - 3.8 2.5 - 2.9 1.8 - 2.1 1.5 - 1.7

3/8 2 36 75 139 - - - - - -

1/2 2 3/8 51 106 196 - - - - - -

5/8 3 1/8 71 146 252 - - - - - - * Pr = Prying Factor Range. (Refer to Annex for additional information.) 1 lb = 0.45 kg

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Table 9.3.5.12.2 (b) Maximum Load for Wedge Anchors in 3000 psi (207 bar) Lightweight Cracked Concrete


Diameter (in.)

Embedment (in.)

A B C D E F G H I


< 2.0 < 1.1 < 0.7 < 1.2 < 1.1 < 1.1 < 1.4 < 0.9 < 0.8

3/8 2 102 144 175 101 144 184 87 128 152

1/2 2 3/8 140 196 238 137 196 251 118 174 207

5/8 3 1/4 222 308 372 215 308 397 220 272 323

3/4 4 1/8 327 469 580 336 469 586 289 426 504

Diameter (in.)

Embedment (in.)

A B C D E F G H I


2.1 - 3.5 1.2 - 1.8 0.8 - 1.0 1.3 - 1.7 1.2 - 1.8 1.2 - 2.0 1.5 - 1.9 1.0 - 1.3 0.9 - 1.1

3/8 2 69 109 150 87 109 121 76 110 133

1/2 2 3/8 94 149 205 119 149 166 104 150 181

5/8 3 1/4 151 237 322 187 237 265 201 236 285

3/4 4 1/8 217 351 492 286 351 380 252 362 436

Diameter (in.)

Embedment (in.)

A B C D E F G H I


3.6 - 5.0 1.9 - 2.5 1.1 - 1.3 1.8 - 2.2 1.9 - 2.5 2.1 - 2.9 2.0 - 2.4 1.4 - 1.7 1.2 - 1.4

3/8 2 52 88 132 76 88 90 68 97 118

1/2 2 3/8 71 121 180 104 121 124 93 132 161

5/8 3 1/4 114 192 284 165 192 198 185 208 254

3/4 4 1/8 162 280 427 249 280 281 223 315 385

Diameter (in.)

Embedment (in.)

A B C D E F G H I


5.1 - 6.5 2.6 - 3.2 1.4 - 1.6 2.3 - 2.7 2.6 - 3.2 3.0 - 3.8 2.5 - 2.9 1.8 - 2.1 1.5 - 1.7

3/8 2 41 74 117 68 74 70 61 86 106

1/2 2 3/8 56 101 160 93 101 97 84 118 145

5/8 3 1/4 91 161 253 148 161 157 172 186 230

3/4 4 1/8 124 233 378 221 233 214 200 279 344 * Pr = Prying Factor Range. (Refer to Annex for additional information.) 1 lb = 0.45 kg

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Table 9.3.5.12.2 (c) Maximum Load for Wedge Anchors in 3000 psi (207 bar) Normal Weight Cracked Concrete


Diameter (in.)

Embedment (in.)

A B C D E F G H I


< 2.0 < 1.1 < 0.7 < 1.2 < 1.1 < 1.1 < 1.4 < 0.9 < 0.8

3/8 2 171 240 292 169 240 307 145 214 254

1/2 3 5/8 412 567 682 394 567 735 340 498 592

5/8 3 7/8 480 668 809 468 668 859 479 591 703

3/4 4 1/8 545 780 965 559 780 976 482 709 839

Diameter (in.)

Embedment (in.)

A B C D E F G H I


2.1 - 3.5 1.2 - 1.8 0.8 - 1.0 1.3 - 1.7 1.2 - 1.8 1.2 - 2.0 1.5 - 1.9 1.0 - 1.3 0.9 - 1.1

3/8 2 116 183 252 146 183 203 128 184 223

1/2 3 5/8 282 438 592 344 438 493 302 434 523

5/8 3 7/8 327 512 699 406 512 571 438 512 618

3/4 4 1/8 363 584 819 477 584 634 420 604 727

Diameter (in.)

Embedment (in.)

A B C D E F G H I


3.6 - 5.0 1.9 - 2.5 1.1 - 1.3 1.8 - 2.2 1.9 - 2.5 2.1 - 2.9 2.0 - 2.4 1.4 - 1.7 1.2 - 1.4

3/8 2 87 148 221 128 148 152 114 162 198

1/2 3 5/8 214 357 523 305 357 371 271 384 469

5/8 3 7/8 247 415 615 359 415 428 404 452 551

3/4 4 1/8 271 467 712 416 467 468 371 526 641

Diameter (in.)

Embedment (in.)

A B C D E F G H I


5.1 - 6.5 2.6 - 3.2 1.4 - 1.6 2.3 - 2.7 2.6 - 3.2 3.0 - 3.8 2.5 - 2.9 1.8 - 2.1 1.5 - 1.7

3/8 2 69 124 197 115 124 118 103 145 178

1/2 3 5/8 173 301 469 274 301 296 247 345 425

5/8 3 7/8 197 349 549 321 349 337 374 404 498


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Table 9.3.5.12.2 (d) Maximum Load for Wedge Anchors in 4000 psi (276 bar) Normal Weight Cracked Concrete


Diameter (in.)

Embedment (in.)

A B C D E F G H I


< 2.0 < 1.1 < 0.7 < 1.2 < 1.1 < 1.1 < 1.4 < 0.9 < 0.8

3/8 2 200 282 344 199 282 359 171 251 299

1/2 3 5/8 430 607 742 430 607 770 370 544 645

5/8 3 7/8 532 729 872 505 729 950 511 636 758

3/4 4 1/8 630 903 1117 647 903 1129 558 821 971

Diameter (in.)

Embedment (in.)

A B C D E F G H I


2.1 - 3.5 1.2 - 1.8 0.8 - 1.0 1.3 - 1.7 1.2 - 1.8 1.2 - 2.0 1.5 - 1.9 1.0 - 1.3 0.9 - 1.1

3/8 2 135 214 295 171 214 236 150 216 261

1/2 3 5/8 289 460 636 370 460 506 325 467 563

5/8 3 7/8 367 566 760 442 566 642 470 557 672

3/4 4 1/8 419 676 948 552 676 733 486 699 841

Diameter (in.)

Embedment (in.)

A B C D E F G H I


3.6 - 5.0 1.9 - 2.5 1.1 - 1.3 1.8 - 2.2 1.9 - 2.5 2.1 - 2.9 2.0 - 2.4 1.4 - 1.7 1.2 - 1.4

3/8 2 101 172 258 150 172 176 134 190 232

1/2 3 5/8 218 370 556 325 370 377 290 410 500

5/8 3 7/8 280 463 674 393 463 484 435 494 603

3/4 4 1/8 313 540 824 481 540 541 430 608 741

Diameter (in.)

Embedment (in.)

A B C D E F G H I


5.1 - 6.5 2.6 - 3.2 1.4 - 1.6 2.3 - 2.7 2.6 - 3.2 3.0 - 3.8 2.5 - 2.9 1.8 - 2.1 1.5 - 1.7

3/8 2 79 144 230 134 144 137 121 169 209

1/2 3 5/8 170 310 494 289 310 292 261 365 449

5/8 3 7/8 226 391 605 354 391 389 406 445 547


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Table 9.3.5.12.2(e) Maximum Load for Wedge Anchors in 6000 psi (414 bar) Normal Weight Cracked Concrete


Diameter (in.)

Embedment (in.)

A B C D E F G H I


< 2.0 < 1.1 < 0.7 < 1.2 < 1.1 < 1.1 < 1.4 < 0.9 < 0.8

3/8 2 1/4 254 354 428 199 354 585 213 313 372

1/2 3 5/8 527 744 910 418 744 1227 454 667 791

5/8 3 7/8 652 893 1069 504 893 1481 626 780 928

3/4 4 1/8 772 1106 1369 622 1106 1819 684 1005 1190

Diameter (in.)

Embedment (in.)

A B C D E F G H I


2.1 - 3.5 1.2 - 1.8 0.8 - 1.0 1.3 - 1.7 1.2 - 1.8 1.2 - 2.0 1.5 - 1.9 1.0 - 1.3 0.9 - 1.1

3/8 2 1/4 172 271 370 215 271 302 188 271 327

1/2 3 5/8 355 564 780 453 564 621 399 573 690

5/8 3 7/8 450 694 932 542 694 786 576 682 823

3/4 4 1/8 514 828 1162 676 828 898 595 856 1030

Diameter (in.)

Embedment (in.)

A B C D E F G H I


3.6 - 5.0 1.9 - 2.5 1.1 - 1.3 1.8 - 2.2 1.9 - 2.5 2.1 - 2.9 2.0 - 2.4 1.4 - 1.7 1.2 - 1.4

3/8 2 1/4 130 219 325 189 219 226 169 239 292

1/2 3 5/8 267 454 682 398 454 462 355 502 613

5/8 3 7/8 343 567 826 481 567 593 534 606 739

3/4 4 1/8 384 662 1009 590 662 663 527 745 909

Diameter (in.)

Embedment (in.)

A B C D E F G H I


5.1 - 6.5 2.6 - 3.2 1.4 - 1.6 2.3 - 2.7 2.6 - 3.2 3.0 - 3.8 2.5 - 2.9 1.8 - 2.1 1.5 - 1.7

3/8 2 1/4 103 184 290 170 184 178 153 214 263

1/2 3 5/8 209 380 606 355 380 358 320 447 551

5/8 3 7/8 277 480 741 433 480 476 497 545 671


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Table 9.3.5.12.2(f) Maximum Load for Undercut Anchors in 3000 psi (207 bar) Normal Weight Cracked Concrete


Diameter (in.)

Embedment (in.)

A B C D E F G H I


< 2.0 < 1.1 < 0.7 < 1.2 < 1.1 < 1.1 < 1.4 < 0.9 < 0.8

3/8 4 3/8 501 638 726 420 638 889 362 525 630

1/2 7 700 911 1051 608 911 1245 525 761 912

5/8 9 1/2 1106 1535 1855 1074 1535 1975 1098 1356 1612

3/4 12 1701 2404 2946 1707 2404 3041 1472 2161 2561

Diameter (in.)

Embedment (in.)

A B C D E F G H I


2.1 - 3.5 1.2 - 1.8 0.8 - 1.0 1.3 - 1.7 1.2 - 1.8 1.2 - 2.0 1.5 - 1.9 1.0 - 1.3 0.9 - 1.1

3/8 4 3/8 368 526 658 381 526 643 333 477 578

1/2 7 505 738 942 547 738 882 479 685 829

5/8 9 1/2 754 1179 1604 933 1179 1318 1005 1177 1419

3/4 12 1143 1819 2520 1468 1819 1996 1291 1854 2233

Diameter (in.)

Embedment (in.)

A B C D E F G H I


3.6 - 5.0 1.9 - 2.5 1.1 - 1.3 1.8 - 2.2 1.9 - 2.5 2.1 - 2.9 2.0 - 2.4 1.4 - 1.7 1.2 - 1.4

3/8 4 3/8 291 447 601 350 447 504 309 437 534

1/2 7 395 620 854 497 620 683 440 622 760

5/8 9 1/2 572 957 1413 825 957 989 927 1039 1268

3/4 12 860 1463 2202 1287 1463 1486 1149 1624 1980

Diameter (in.)

Embedment (in.)

A B C D E F G H I


5.1 - 6.5 2.6 - 3.2 1.4 - 1.6 2.3 - 2.7 2.6 - 3.2 3.0 - 3.8 2.5 - 2.9 1.8 - 2.1 1.5 - 1.7

3/8 4 3/8 241 389 554 323 389 414 287 403 496

1/2 7 324 535 780 455 535 557 407 570 701

5/8 9 1/2 456 806 1263 739 806 781 859 931 1145

3/4 12 670 1223 1955 1146 1223 1147 1035 1444 1778 * Pr = Prying Factor Range. (Refer to Annex for additional information.) 1 lb = 0.45 kg


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Table 9.3.5.12.2(h) Maximum Load for Through-Bolts in Sawn Lumber or Glue-Laminated Timbers

Note: Wood fastener maximum capacity values are based on the 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 above values by the factors in Table 9.3.5.12.2(j). Table 9.3.5.12.2(i) Maximum Load for Lag Screws and Lag Bolts in Wood

Note: Wood fastener maximum capacity values are based on the 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 above values by the factors in Table 9.3.5.12.2(i). Table 9.3.5.12.2(j) Factors for Wood Based on Specific Gravity

9.3.5.12.3* The type of fasteners used to secure the bracing assembly to the structure shall be limited to those shown in Tables 9.3.5.12.2(a) through 9.3.5.12.2(i) or to listed devices. A.9.3.5.12.3 Listed devices may have accompanying software that performs the calculations to determine the allowable load. 9.3.5.12.4* For connections to wood, through-bolts with washers on each end shall be used, unless the requirements of 9.3.5.12.5 are met. 9.3.5.12.5 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. 9.3.5.12.6 Holes for through-bolts and similar listed attachments shall be 1⁄16 in. (1.6 mm) greater than the diameter of the bolt.

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9.3.5.12.7 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. 9.3.5.12.7.1 Calculations shall be submitted where required by the authority having jurisdiction. 9.3.5.12.8 Concrete Anchors. 9.3.5.12.78.1* 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. A.9.3.5.12.8.1 Concrete anchors included in current Evaluation Service Reports conforming to the requirements of acceptance criteria AC193 or AC308 as issued by ICC Evaluation Service, Inc. should be considered to meet ACI 355.2, Qualification of Post-Installed Mechanical Anchors in Concrete &Commentary. 9.3.5.12.8.2 Unless the requirements of 9.3.5.12.8.3 are met, concrete anchors shall be selected from Table 9.3.5.12.2(a) through Table 9.3.5.12.2(f) based on concrete strength, anchor type, designated angle category A through I, prying factor (Pr) range, and allowable maximum load. 9.3.5.12.8.2.1 Sway brace manufacturers shall provide prying factors (Pr) based on geometry of the structure attachment fitting and the designated angle category A through I as shown in Figure 9.3.5.12.1. 9.3.5.12.8.2.2 Where the prying factor for the fitting is unknown, the largest prying factor range in Tables 9.3.5.12.2(a) through 9.3.5.12.2(f) for the concrete strength and designated angle category A through I shall be used. 9.3.5.12.8.3 In lieu of using the concrete anchor loads in Tables 9.3.5.12.2(a) through 9.3.5.12.2(f), the allowable maximum load may be calculated.

(A) Allowable concrete anchor loads shall be permitted to be determined using approved software that considers the effects of prying for concrete anchors.

(B) Anchors shall be seismically prequalified per 9.3.5.12.8.1. (C)Allowable maximum loads shall be based on the anchor capacities given in approved

evaluation service reports, where the calculation of ASD allowable shear and tension values are determined in accordance with ACI 318, Chapter 17 and include the effects of prying, brace angle, and the over strength factor (Ω=2.0).

(D)* The shear and tension values determined in 9.3.5.12.8.3(C) using ACI 318, Chapter 17 shall be multiplied by 0.43. A.9.3.5.12.8.3(D) The values from ACI 318, Chapter 17 are strength (LRFD) values that must be divided by 1.4 in order to convert them to ASD values. The factor of 0.43 was created to simplify the steps needed to account for the strength capacities and the ASD method of calculation. The 0.43 is a rounded value determined by 1.2 (allowable stress increase) divided by the quantity of 2.0 times 1.4 (i.e. 0.4286=1.2/(2.0*1.4)).

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9.3.5.12.8.4 Concrete anchors other than those shown in Tables 9.3.5.12.2(a) through 9.3.5.12.2(f) shall be acceptable for use where designed in accordance with the requirements of the building code and certified by a registered professional engineer. 4. Revise A.9.3.5.12 to read as follows: 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 Tables 9.3.5.12.2(a) through 9.3.5.12.2(f) 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 allowable stress design (ASD) methods. Values in Tables 9.3.5.12.2(a) through 9.3.5.12.2(f) are based on ultimate strength design values obtained using the procedures in ACI 318-11, Appendix D, which are then adjusted for ASD. 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 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 spacing of anchors. For full capacity in Tables 9.3.5.12.2(a) through 9.3.5.12.2(f), the edge distance spacing between anchors and thickness of concrete should conform to the anchor manufacturer’s recommendations. Calculation of ASD Shear and Tension Values to be used in A.9.3.5.12.1 calculations should be performed in accordance with ACI 318, Chapter 17 formulas using the variables and recommendations obtained from the approved evaluation service reports (such as ICC-ES Reports) for a particular anchor, which should then be adjusted to ASD values. All post-installed concrete anchors must be prequalified in accordance with ACI 355.2 or other approved qualification procedures. This information is usually available from the anchor manufacturer. The variables below are among those contained in the approved evaluation reports for use in ACI 318, Chapter 17 calculations. These variables do not include the allowable tension and shear capacities, but provide the information needed to calculate them. The strength design capacities must be calculated using the appropriate procedures in ACI 318 Chapter 17, and then converted to allowable stress design capacities. Da = Anchor diameter hnom = Nominal Embedment hef = Effective Embedment hmin = Min. Concrete Thickness

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Cac = Critical Edge Distance Nsa = Steel Strength in Tension le = Length of Anchor in Shear Np,cr = Pull-Out Strength Cracked Concrete Kcp = Coefficient for Pryout Strength Vsa,eq = Shear Strength Single Anchor Seismic Loads Vst.deck,eq = Shear Strength Single Anchor Seismic Loads installed through the soffit of the metal deck 5. Replace A.9.3.5.12.1 with the following (retain and renumber all figures): A.9.3.5.12.12 The values for the wedge anchor tables and the undercut anchor tables have been developed using the following formula:

1.2

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 shall not be greater than 1.0. V/ Vallow shall not be greater than 1.0.

The allowable tension and shear loads come from the anchor manufacturer’s published data. The design loads have been amplified by an over-strength factor of 2.0, and the allowable strength of the anchors has been increased by a factor of 1.2. The effect of prying on the tension applied to the anchor is considered when developing appropriate capacity values. The applied tension equation includes the prying effect which 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 dimensions of the attachment geometry as indicated in Figures A.9.3.5.12.2(a) through A.9.3.5.12.2(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 SinӨ = Sine of Brace Angle from vertical The greater Pr value calculated in Tension or Compression applies The Pr value cannot be less than 1.000/TanӨ for designated angle category A, B and C, 1.000 for designated angle category D, E and F or 0.000 for designated angle category G, H, and I.

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For designated angle category A, B and C, the Applied Tension including the effect of prying (Pr) is as follows:


C AD /A


/

For braces acting in COMPRESSION: If Cr > Brace angle from vertical

/


/

For designated angle category D, E and F, the Applied Tension including the effect of prying (Pr) is as follows:


D/B


C AD

/A

For braces acting in COMPRESSION: If Cr > Brace angle from vertical

D/A


CD

/B

For designated angle category G, H and I the Applied Tension including the effect of prying (Pr) is as follows: For braces acting in TENSION:

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DB/


Pr /

The lightweight concrete anchor tables 9.3.5.12.2(a) and (b) were based on sand lightweight concrete which represents a conservative assumption for the strength of the material. For seismic applications cracked concrete was assumed. 6. Add a new Annex E.7 to read as follows: E.7 Allowable Loads for Concrete Anchors. The following sections provide step-by-step examples of the procedures for determining the allowable loads for concrete anchors as they are found in Tables 9.3.5.12.2(a) through 9.3.5.12.2(f). Tables 9.3.5.12.2(a) through (f) were developed using the prying factors found in Table E.7(a) and the representative strength design seismic shear and tension values for concrete anchors found in Table E.7(b).

Table E.7(a) Prying Factors for Table 9.3.5.12.2(a) through Table 9.3.5.12.2(f) Concrete Anchors

Pr Range


A B C D E F G H I

Lowest 2.0 1.1 0.7 1.2 1.1 1.1 1.4 0.9 0.8

Low 3.5 1.8 1.0 1.7 1.8 2.0 1.9 1.3 1.1 High 5.0 2.5 1.3 2.2 2.5 2.9 2.4 1.7 1.4

Highest 6.5 3.2 1.6 2.7 3.2 3.8 2.9 2.1 1.7

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Concrete Anchors

Wedge Anchors in 3000 psi LW Sand Concrete on Metal Deck

Anchor Dia. (in.)

Nominal Embedment

(in.)

LRFD Tension

(lbs.)

LRFD Shear (lbs.)

3/8 2 573 1172 1/2 2.375 804 1616

5/8 3.125 1102 1744

Wedge Anchors in 3000 psi LW Sand Concrete

Anchor Dia. (in.)

Nominal Embedment

(in.)

LRFD Tension

(lbs.)

LRFD Shear (lbs.)

3/8 2 637 550 1/2 3.625 871 745 5/8 3.875 1403 1140

3/4 4.125 1908 1932


Anchor Dia. (in.)

Nominal Embedment

(in.)

LRFD Tension

(lbs.)

LRFD Shear (lbs.)

3/8 2 1063 917 1/2 3.625 2639 2052 5/8 3.875 3004 2489

3/4 4.125 3179 3206


Anchor Dia. (in.)

Nominal Embedment

(in.)

LRFD Tension

(lbs.)

LRFD Shear (lbs.)

3/8 2 1226 1088 1/2 3.625 2601 2369 5/8 3.875 3469 2586

3/4 4.125 3671 3717

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Anchor Dia. (in.)

Nominal Embedment

(in.)

LRFD Tension

(lbs.)

LRFD Shear (lbs.)

3/8 2.25 1592 1322 1/2 3.625 3186 2902 5/8 3.875 4249 3167

3/4 4.125 4497 4553


Anchor Dia. (in.)

Nominal Embedment

(in.)

LRFD Tension

(lbs.)

LRFD Shear (lbs.)

3/8 5 4096 1867 1/2 7 5322 2800 5/8 9.5 6942 5675

3/4 12 10182 9460

E.7.1 Procedure for Selecting a Wedge Anchor Using Tables 9.3.5.12.2(a) through 9.3.5.12.2(f). Step 1. Determine the ASD Horizontal Earthquake Load Fpw.

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 Tables 9.3.5.12.2(a) through 9.3.5.12.2(f) with a maximum load capacity that is greater than the calculated horizontal earthquake load Fpw from Step 1. Step 2a. Locate the table for the applicable concrete strength.

Step 2b. Find the column in the selected table for the applicable designated angle category (A thru I) and the appropriate prying factor Pr range. Step 2c. Scan down the category column to find a concrete anchor diameter, embedment depth, and maximum load capacity that is greater than the calculated horizontal earthquake load Fpw from Step 1.

(ALTERNATIVE) Step 2. As an alternative to using the maximum load values in Tables 9.3.5.12.2(a) through 9.3.5.12.2(f), select an AC355.2 seismically pre-qualified concrete anchor with a load-carrying capacity that exceeds the calculated Fpw, with calculations, including the effects of prying, based on seismic shear and tension values taken from an ICC-ES Report and calculated in accordance with ACI 318, Chapter 17 and adjusted to ASD values by multiplying by 0.43 per 9.3.5.12.8.3(D).

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EXAMPLE Step 1. Zone of Influence Fpw.

Step 1a. 40 ft. of 2½” Sch. 10 pipe plus 15% Fitting Allowance 40 x 5.89 lbs/ft x 1.15 = 270.94 lbs 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 lbs.

Step 2. Select a concrete anchor from Tables 9.3.5.12.2(a) through 9.3.5.12.2(f). Step 2a. Using the table for 4000 psi Normal Weight Concrete.

Step 2b. Fastener Orientation “A” – assume the manufacturers prying factor is 3.0 for the fitting. Use the Pr range of 2.1 – 3.5. Step 2c. Allowable Fpw on 3/8” dia. with 2” embedment = 135 lbs and is greater than the Calculated Fpw of 94.8 lbs.

E.7.2 Calculation Procedure for Maximum Load Capacity of Concrete Anchors. This example shows how the effects of prying and brace angle are calculated. Step 1. Determine the Allowable Seismic Tension Value (Tallow) and the Allowable Seismic Shear Value (Vallow) for the anchor, based on data found in the in the anchor manufacturer’s approved evaluation report. Note that, in this example, it is assumed the evaluation report provides the allowable tension and shear capacities. If this is not the case, then the strength design anchor capacities must be determined using the procedures in ACI 318, Chapter 17, which are then converted to ASD values by dividing by a factor of 1.4. As an alternative to calculating the Allowable Seismic Tension Value (Tallow) and the Allowable Seismic Shear Value (Vallow) for the anchor, the seismic tension and shear values that were used to calculate the Figure 9.3.5.12.1 for anchor allowable load tables may be used.

Step 1a. Find the ASD Seismic Tension capacity (Tallow) for the anchor according to the strength of concrete, diameter of the anchor, and embedment depth of the anchor. Divide the ASD tension value by 2.0 and then multiply by 1.2. Step 1b. Find the ASD Seismic Shear capacity (Vallow) for the anchor according to the strength of concrete, diameter of the anchor, and embedment depth of the anchor. Divide the ASD shear value by 2.0 and then multiply by 1.2.

Step 2. Calculate the Applied Seismic Tension (T) and the Applied Seismic Shear (V) based on the Calculated Horizontal Earthquake Load Fpw.

Step 2a. Calculate the designated angle category Applied Tension Factor Including the Effects of Prying (Pr) using the following formulas:


C A

D /A


C AD

/A

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/

Step 2b. Calculate the ASD Applied Seismic Tension (T) on the anchor, including the effects of prying, and when applied at the applicable brace angle from vertical and the designated angle category (A thru I) using the following formula:

T = Fpw x Pr

Step 2c. Calculate the ASD Applied Seismic Shear (V) on the anchor, when applied at the applicable brace angle from vertical and the designated angle category (A thru I) using the following formulas:

Category “A”, “B” and “C” V = Fpw


/

Category “G”, “H” and “I” V = Fpw/Sinθ


1.2

Confirm T/Tallow & V/Vallow <= 1.0

EXAMPLE Sample Calculation, Maximum Load Capacity

of Concrete Anchors as Shown in Tables 9.3.5.12.2(a) through 9.3.5.12.2(f)

In this example, a sample calculation is provided showing how the values in Tables 9.3.5.12.2(a) through 9.3.5.12.2(f) were calculated. 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.

Step 1a. The Table E.7(b) Strength Design Seismic Tension Value (Tallow) for a 1/2” Carbon Steel Anchor with 3 5/8” Embedment Depth in 4,000 psi Normal Weight Concrete is 2601 lbs. Therefore, the Allowable Stress Design Seismic Tension Value (Tallow) is 2601 / 1.4 / 2.0 x 1.2 = 1115 lbs. Step 1b. The Table E.7(b) Strength Design Seismic Shear Value (Vallow) for a 1/2” Carbon Steel Anchor with 3 5/8” embedment is 2369 lbs. Therefore, the Allowable Stress Design Seismic Shear Value (Vallow) is 2369 / 1.4 / 2.0 x 1.2 = 1015 lbs.

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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 170 lbs, a 30o brace angle from vertical and designated angle category “A”.

Step 2a. Calculate the ASD Applied Seismic Tension Value (T) on the anchor, including the effects of prying, using the formula:

C A

D /A

where: T = applied service tension load including the effect of prying Fpw = Horizontal Earthquake Load (Fpw = 170) Tan = Tangent of Brace Angle from vertical (Tan 30o = 0.5774) A = 0.7500 B = 1.5000 C = 2.6250 D = 1.0000 T = Fpw x Pr

2.625 0.75

0.57741.0 /0.75

5.8452 1.0 /0.75 5.8452 1.0 /0.75

4.84510.75

x6.46 170lbsx6.46 1098.2lbs

Step 2b. The ASD Applied Seismic Shear Value (V) on the anchor for anchor orientations “A”, “B” & “C” is equal to the ASD Horizontal Earthquake Load (Fpw) = 170 lbs.


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1.2

1098.21115

1701015

.9849 .1675 1.1524 .

Issue Date: August 18, 2015 Effective Date: September 7, 2015

(Note: For further information on NFPA Codes and Standards, please see www.nfpa.org/codelist) Copyright © 2015 All Rights Reserved


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Throughout the standard, when referring to Group A plastic commodities, revise the word “uncartoned” to“exposed” and similarly revise “unexpanded” to “nonexpanded”.


During the previous cycle, First Revision No. 177 took the action to revise the word “uncartoned” to “exposed” and similarly revise “unexpanded” to “nonexpanded” throughout the standard. However the term “uncartoned” is still in place in several places and the term “unexpanded” was retained in numerous locations. Therefore, for this cycle the change of terminology should be completed. For clarity, the verbiage used should always be consistent.


Submitter Full Name: Larry Keeping

Organization: PLC Fire Safety Solutions

Street Address:

City:

State:

Zip:

Submittal Date: Tue Jun 28 22:38:53 EDT 2016


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Public Input No. 471-NFPA 13-2016 [ New Section after 9.1.1.1 ]

Add new section:

Piping may be laid on structural members and shared supports provided the structure can adequatelysupport the added load and the maximum distance between supports are not exceeded. To preventmovement, the pipe should be secured with an approved attachment.


This material is noted in the Annex under A9.1.1. Since it is in the Annex, most AHJ's do not permit this. This info needs to be moved to the body of the text to eliminate confusion.

Related Public Inputs for This Document

Related Input Relationship

Public Input No. 478-NFPA 13-2016 [Section No. A.9.1.1]


Submitter Full Name: Duane Johnson

Organization: Strickland Fire Protection

Affilliation: American Fire Sprinkler Association

Street Address:

City:

State:

Zip:



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Add new 9.1.1.5.5

When selecting the load rating of a listed component, one times the weight of the water-filled piping shall beconsidered.


There is no guidance whether to use one times or five times the weight of the water-filled pipe. One times is adequate due to the safety added for listed components. The weight for water-filled pipe is not necessary for fasteners that are not listed provided the guidance in 9.1.3, 9.1.4, and 9.1.5 are followed.


Submitter Full Name: Thomas Wellen

Organization: American Fire Sprinkler Association

Street Address:

City:

State:

Zip:



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Public Input No. 446-NFPA 13-2016 [ Section No. 9.1.1.5.1 ]

9.1.1.5.1

Unless permitted by 9.1.1.5.2 or 9.1.1.5.3, the components of hanger assemblies that directly attach to thepipe or to the , building structure, or racking structure shall be listed.


In-rack sprinkler piping has to be supported from the rack structure. This has to be included in the list of options as the connections need to be listed in rack systems just as they are for building structures.

This proposal was developed by the NFSA Engineering and Standards Committee.


Submitter Full Name: Victoria Valentine

Organization: National Fire Sprinkler Assoc

Affilliation: NFSA Engineering and Standards Committee

Street Address:

City:

State:

Zip:



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9.1.1.6.1

Unless permitted by 9.1.1.6.2 or 9.1.1.6.3, hangers and their components shall be ferrous metal .


As currently written the standard only requires hanger rods to be ferrous but ferrous is defined as anything which contains iron, blood is ferrous. The addition of the word metal will require hanger rods to by metal which contains iron.


Submitter Full Name: John Deutsch

Organization: VFS Fire & Security Services

Street Address:

City:

State:

Zip:

Submittal Date: Sat Jun 04 15:14:53 EDT 2016


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Public Input No. 73-NFPA 13-2016 [ Section No. 9.2.1.2 ]

9.2.1.2 Storage Racks.

Where sprinkler piping is installed in storage racks, piping shall be supported from the storage rackstructure or building in accordance with all applicable provisions of Sections 9.2 and 9.3.



PHD_Manufacturing_-_Notice_Of_Rack_Hanger.pdf

The attached document is for committee consideration.


The document uploaded is intended to initiate discussion within the committee, with the hopes that such a discussion will further detail section 9.2.1.2 thus adding conformity and safety to the results in the field.


Submitter Full Name: Benjamin Rook

Organization: PHD Manufacturing, Inc.

Street Address:

City:

State:

Zip:

Submittal Date: Tue Mar 15 09:45:29 EDT 2016


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PHD Manufacturing, Inc. 44018 Columbiana-Waterford Road

Columbiana, Ohio 44408-9481 Phone: 800-321-2736 • 330-482-9256

Fax: 330-482-2763 Web: www.phd-mfg.com

The Complete Line of Pipe Supports and Devices Pipe Hangers Strut & Accessories Pipe Clamps Beam Clamps Shields

To Whom It May Concern, This letter is to inform the National Fire Protection Association that PHD Manufacturing, Inc. is now offering a pallet rack attachable hanger connection, PHD Fig. 990, listed by Underwriters Laboratories. This device was designed to be fully adjustable to fit typical 8”, 10”, and 12” flue spaces present between common warehouse pallet racking. The motivation behind the creation of this device was the inconsistent manner of attachment construction currently being implemented in the field. Field constructed attachments are typically not UL listed nor investigated for effectiveness. Regards, PHD Manufacturing, Inc.

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Fig. Number Flue Space Length

Std. Package

Max. Rec. Load Wt. Each

lbs. kN Lbs. kg 990 8 - 12 (203 – 305) 5 730 (3.25) 3.50 (1.59)

Unless otherwise specified, all dimensions on drawings and in charts are in inches and dimensions shown in parentheses are in millimeters.

Patent Pending

Fig. 990 ADJUSTABLE IN-RACK

FLUE HANGER

FUNCTION: Designed to be fully adjustable to fit typical 8”, 10”, and 12” flue spaces between common warehouse racking types such as teardrop.

SIZE: 3/8” Rod.

MATERIAL: Low carbon steel

FINISH: Electro-galvanized

INSTALL: Loosen rod coupling so the device can expand. Place compressed product in the rack flue space. Expand device inserting the support rivets into rack columns. Once fully expanded, pull device down securing it into the rack columns ensuring spring clips snap in engaging the rack column. Adjust the rod coupling assembly to the desired position then tighten coupling 80 in./lbs. Then insert threaded rod until it fully engages into the rod coupling.

APPROVALS: Underwriters’ Laboratories Listed in the U.S. (UL) and Canada (CUL)

ORDERING: Specify figure number.

BRACKETS

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9.2.1.3.3.5 Where flexible sprinkler hose fittings are supported by a ceiling that does not meetdesign and installation criteria set forth in 9.2.1.3.3.2, such fitting shall be provided with hangers inaccordance with 9.2.3.5, unless the flexible hose fitting is provided with a hanger assemblyspecifically approved by a Nationally Recognized Testing Laboratory for both the flexible sprinklerhose fitting and the specific method of installation.


Section 9.2.1.3.3.2 provides guidance for what to do when flexible sprinkler hose is supported by grid ceilings, but does not discuss what to do when flexible sprinkler hose is supported by another type of ceiling, such as gyp board. When this is the case, the intent of the amendment is to treat the flexible sprinkler hose similar to unsupported armovers in accordance with Section 9.2.3.5. However, if there is an approved hanger assembly for flexible sprinkler hose that describes a hanger assembly in the manner in which it is proposed to be hung, then that hanger assembly would be permitted.


Submitter Full Name: Lynn Nielson

Organization: City Of Henderson

Affilliation: Self

Street Address:

City:

State:

Zip:

Submittal Date: Wed Jun 29 12:24:17 EDT 2016


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9.2.1.3.1

Sprinkler piping shall be substantially supported from the building structure, which must support the addedload of the water-filled pipe plus a minimum of 250 lb (115 kg) applied at the point of hanging, exceptwhere permitted by 9.2.1.1.2, 9.2.1.3.3, and 9.2.1.4.1.


Deleting reference to a minimum of better correlates with how it is addressed in other sections, such as 9.1.1.2. It also implies that more than 250 lb could be assigned.


Submitter Full Name: Roland Huggins


Street Address:

City:

State:

Zip:

Submittal Date: Fri Jun 24 14:11:26 EDT 2016


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9.2.1.3.1

Sprinkler piping shall be substantially supported from the building structure, which must support the addedload 1.15 times the weight of the water-filled pipe plus a minimum of 250 lb (115 kg) appliedpiping applied at the point of hanging, except where permitted by 9.2.1.1.2, 9.2.1.3.3, and 9.2.1.4.1.


The model building codes require the structural engineer to provide sufficient structure for supporting the utilities and systems inside the structure. The typical loads used by structural engineers are 3 psf to 6 psf. At times, higher than those numbers. The 250 lb applied at the point of hanging is obsolete and no longer needed. This safety is added to a structure that already has been designed with safety factors. In addition, the 250 lb added load makes no sense, we add 250 lb. for weight of 3/4 in. CPVC pipe and we add 250 lb. for 12 in. mains. There is no correlation regarding the size of pipe.




Street Address:

City:

State:

Zip:

Submittal Date: Mon Jun 27 21:43:35 EDT 2016


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Public Input No. 76-NFPA 13-2016 [ Section No. 9.2.3.4.4.1 ]

9.2.3.4.4.1

Where the maximum static or flowing pressure, whichever is greater at the sprinkler, applied other thanthrough the fire department connection, exceeds 100 psi (6.9 bar) and a branch line above a ceilingsupplies sprinklers in a pendent position below the ceiling, the hanger assembly supporting the pipesupplying an end sprinkler in a pendent position shall be of a type that

prevents

restrains the pipe to prevent upward movement

of the pipe

.


Better define and describe the type of the hanger and its function.


Submitter Full Name: Kraig Kirschner

Organization: AFCON

Street Address:

City:

State:

Zip:

Submittal Date: Thu Mar 24 10:35:10 EDT 2016


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9.2.3.4.4.4

Unless flexible sprinkler hose fittings in accordance with 9.2.1.3.3.1 are used, the hanger closest to thesprinkler shall be of a type that prevents restrains the pipe to prevent upward movement of the pipe .


Better define and describe the type of hanger and its function.



Organization: AFCON

Street Address:

City:

State:

Zip:



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9.2.3.5.2.2

Unless flexible sprinkler hose fittings in accordance with 9.2.1.3.3.1 are used, the hanger closest to thesprinkler shall be of a type that prevents restrains the pipe to prevent upward movement of the pipe .


Better define and describe the type of hanger and its function.



Organization: AFCON

Street Address:

City:

State:

Zip:



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TITLE OF NEW CONTENT

9.2.4.8 The unsupported lengths of mains shall be in accordance with the distances in 9.2.3.4.


There are no requirements for the maximum allowable distance between a point of support and the end of a main. There is an implication that the rules of 9.2.3.4 should apply, but this section is explicitly only for branch lines. Some rule is needed for mains.


Submitter Full Name: Kenneth Isman

Organization: University of Maryland

Street Address:

City:

State:

Zip:

Submittal Date: Wed May 25 15:47:46 EDT 2016


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Public Input No. 618-NFPA 13-2016 [ Sections 9.2.5.4, 9.2.5.5 ]

Sections 9.2.5.4, 9.2.5.5

9.2.5.4 Multistory Buildings.

9.2.5.4.1

In multistory buildings, riser supports shall be provided at the lowest level, at each alternate level levelabove, above and below offsets, and at the top of the riser.

9.2.5.4.2*

Supports above the lowest level shall also restrain the pipe to prevent movement by an upward thrustwhere flexible fittings are used.

9.2.5.4.3

Where risers are supported from the ground, the ground support shall constitute the first level of risersupport.

9.2.5.4.4

Where risers are offset or do not rise from the ground, the first ceiling level above the offset shall constitutethe first level of riser support.

9.2.5.5

Distance between supports for risers shall not exceed 25 ft exceed 25 15 ft (7.6 m).


Supports/hangers for cross mains and feed mains are based on a maximum of 15 feet of pipe. This should also include piping that is installed vertically. Installing a pipe clamp at each floor level is not difficult and is often times installed to facilitate installation. Where floor levels exceed 15 feet (which is not a common occurrence) an intermediate support should be provided.


Submitter Full Name: James Feld

Organization: University of California

Street Address:

City:

State:

Zip:



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Public Input No. 528-NFPA 13-2016 [ New Section after 9.3 ]

9.3.9* Sprinkler Drops Subject to Earthquakes

Concealed, recessed, and flush sprinklers used in suspended ceilings where the horizontal force factorexceed 0.50 Wp shall be supplied through flexible sprinkler hose fittings.



Seismic_Testing.pdf Seismic testing in Japan 2012


Full scale seismic testing has shown that in areas that use suspended ceilings and are subjected to moderate to high seismic movement, flexible sprinkler hose fittings substantially reduced the piping-ceiling interaction. The testing also showed that hard pipe sprinkler drops with 2” clearance produced significant damage to the ceiling panels at moderate seismic movement. See attached test report from full-scale seismic testing conducted in Japan. FEMA E-74 report also supports the use of flexible sprinkler hose fittings as an option in higher seismic categories to reduce damage.

https://www.fema.gov/fema-e-74-reducing-risks-nonstructural-earthquake-damage



Public Input No. 529-NFPA 13-2016 [New Section after A.9.3.8]


Submitter Full Name: Brian Sloan

Organization: Victaulic

Street Address:

City:

State:

Zip:



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Type your content here ...

9.3.1.4 For existing unprotected water-based fire protection systems for whichnew

work will effect a change in less than half of the linear feet of system

piping and for which protection is required, the requirements of 9.3.1.4.1

and 9.3.1.4.2 shall apply.

9.3.1.4.1 Protection in accordance with Section 9.3 shall only

be required for portions affected by the new work.

9.3.1.4.2 An approved seismic separation assembly shall beinstalled

in connections between newly protected portions and

existing unprotected portions.

9.3.1.5 For existing unprotected water-based fire protection systems for whichnew

work will effect a change in more than half of the linear feet of system piping and

for which protection is required, protection in accordance with Section 9.3 shall be

installed for the entire system.


NFPA 13 currently gives no guidance on the extent of seismic bracing to be included on the sprinkler design for a remodel or expansion project for a building which did not originally have seismic bracing installed on the sprinkler piping. AHJs are unsure whether to require that the entire system - new and existing-to-remain piping - be retroactively included in the seismic design for the project, or to allow that the ETR portions of the system remain unbraced. On small remodel projects, the costs associated with retro-fitting the entire system are prohibitive.


Submitter Full Name: Rick Terrell

Organization: Ricky N Terrell PE

Street Address:

City:

State:

Zip:



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Public Input No. 145-NFPA 13-2016 [ Section No. 9.3.2 ]

9.3.2* Flexible Couplings.

9.3.2.1

Listed flexible pipe Flexible couplings joining grooved end pipe shall be provided as flexure joints to allowindividual sections of piping 2 1⁄2 in. (65 mm) or larger to move differentially with the individual sections ofthe building to which it is attached.

9.3.2.2

Couplings Flexible couplings shall be arranged to coincide with structural separations within a building.

9.3.2.3

Systems having more flexible couplings than required by this section shall be provided with additional swaybracing as required in 9.3.5.5.9.

9.3.2.3.1

The flexible couplings shall be installed as follows:

(1)

(2)

(3)

(4) Within 12 in. (300 mm) above and within 24 in. (600 mm) below the floor in multistory buildings

(5) On both sides of concrete or masonry walls within 1 ft (300 mm) of the wall surface, unless clearanceis provided in accordance with 9.3.4

(6)

(7) Within 24 in. (600 mm) of the top of drops exceeding 15 ft (4.6 m) in length to portions of systemssupplying more than one sprinkler, regardless of pipe size

(8) Within 24 in. (600 mm) above and 24 in. (600 mm) below any intermediate points of support for a riseror other vertical pipe

9.3.2.3.2

When the flexible coupling below the floor is above the tie-in main to the main supplying that floor, a flexiblecoupling shall be provided in accordance with one of the following:

(1)

(2)

9.3.2.4* Flexible Couplings for Drops.

Flexible couplings for drops to hose lines, rack sprinklers, mezzanines, and free-standing structures shallbe installed regardless of pipe sizes as follows:

(1) Within 24 in. (600 mm) of the top of the drop

(2) Within 24 in. (600 mm) above the uppermost drop support attachment, where drop supports areprovided to the structure, rack, or mezzanine

(3) Within 24 in. (600 mm) above the bottom of the drop where no additional drop support is provided


Throughout section 9.3.2 there are several different terms intended to be the same thing ("coupling", "listed flexible pipe coupling", and "flexible coupling"). The most frequently used of these terms is "flexible coupling" so I am

* Within 24 in. (600 mm) of the top and bottom of all risers, unless the following provisions are met:

In risers less than 3 ft (900 mm) in length, flexible couplings are permitted to be omitted.

In risers 3 ft to 7 ft (900 mm to 2.1 m) in length, one flexible coupling is adequate.

* Within 24 in. (600 mm) of building expansion joints

* On the horizontal portion within 24 in. (600 mm) of the tie-in where the tie-in is horizontal

* On the vertical portion of the tie-in where the tie-in incorporates a riser


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attempting to standardize the terminology by using this term exclusively.



Public Input No. 144-NFPA 13-2016 [Section No. 3.5.8]




Street Address:

City:

State:

Zip:



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9.3.2.3.1

The flexible couplings shall be installed as follows:

(1)

(2)

(3)

(4) Within 12 in. (300 mm) above and within 24 in. (600 mm) below the floor in multistory buildings

(a) In standpipe risers 3 ft to 7 ft (900 mmto 2.1 m) in length terminating above the top landing , one flexible coupling within 24 in. (600 mm) below the floor is adequate.

(1) On both sides of concrete or masonry walls within 1 ft (300 mm) of the wall surface, unless clearanceis provided in accordance with 9.3.4

(2)

(3) Within 24 in. (600 mm) of the top of drops exceeding 15 ft (4.6 m) in length to portions of systemssupplying more than one sprinkler, regardless of pipe size

(4) Within 24 in. (600 mm) above and 24 in. (600 mm) below any intermediate points of support for a riseror other vertical pipe



Standpipe_Detail_2_Model.pdf Example Standpipe Diagram

Standpipe_Detail_1_Model.pdf Example Standpipe Diagram


When standpipe risers terminate at the top floor, the coupling above the floor level provides no benefit for the protection of pipe.



Public Input No. 491-NFPA 13-2016 [Section No. A.9.3.5.8.1]





Street Address:

City:

State:

Zip:


* Within 24 in. (600 mm) of the top and bottom of all risers, unless the following provisions are met:

In risers less than 3 ft (900 mm) in length, flexible couplings are permitted to be omitted.

In risers 3 ft to 7 ft (900 mm to 2.1 m) in length, one flexible coupling is adequate.

* Within 24 in. (600 mm) of building expansion joints


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9.3.4.4

No clearance shall be required for piping passing through gypsum board or equally frangible constructionthat is not required to have a fire resistance rating .


It is indicated in the previous Handbook that the clearance is required to prevent compromising the required fire integrity of the enclosure following an earthquake. If any comment needs to be added for a Fire Rated enclosure it should read "Provide a UL Listed Method"The UL Listed Method has been tested and therefore should be acceptable.


Submitter Full Name: Ray Lambert

Organization: Western Fire Protection Inc.

Street Address:

City:

State:

Zip:



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Public Input No. 151-NFPA 13-2016 [ Section No. 9.3.5.5.2 [Excluding any Sub-Sections]

]


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Lateral sway bracing The spacing between lateral sway braces shall be in accordance with either Table9.3.5.5.2(a)throughTable 9.3.5.5.2(l) , 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 ) in Zone of Influence (lb), (Fy = 30 ksi) Schedule 10 Steel Pipe

Diameter of Pipe (in.) Being BracedLateral Sway Brace Spacing (ft)a

20b 25b 30c 35c 40d

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 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 as a

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

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(b) Maximum Load (Fpw ) in Zone of Influence (kg), (Fy = 207 N/mm2) Schedule 10 Steel

Pipe

Diameter of Pipe (mm) Being BracedLateral Sway Brace Spacing (m)a

6.1b 7.6b 9.1c 10.7c 12.2d

25 50 40 33 29 24

32 80 64 53 45 38

40 109 88 72 62 52

50 177 142 116 99 83

65 291 233 191 163 137

80 438 351 287 246 206

90 581 465 381 327 273

100 741 593 486 416 349

125 1276 1021 836 717 601

150e 1832 1466 1201 1029 862

Note: ASTM A 106 Grade B or ASTM A 53 Grade B has an Fy = 241 N/mm2. An Fy = 207N/mm2 was used

also as a conservative value to account for differences in material properties as well as other operationalstresses.




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


20b 25b 30c 35c 40d

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 largere 7893 6314 5173 4434 3713









Table 9.3.5.5.2(d) Maximum Load (Fpw ) in Zone of Influence (kg), (Fy = 207 N/mm2) Schedule 40 Steel

Pipe


6.1b 7.6b 9.1c 10.7c 12.2d

25 55 44 36 31 26

32 97 78 63 54 45

40 139 111 91 78 65

50 236 189 155 132 111

65 446 357 293 251 210

80 724 580 475 407 341

90 1007 805 660 566 474

100 1352 1082 886 760 636

125 2296 1837 1505 1290 1080

150e 3580 2864 2346 2011 1684

Note: ASTM A 106 Grade B or ASTM A 53 Grade B has an Fy = 241 N/mm2. An Fy = 207 N/mm2 was


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used also as a conservative value to account for differences in material properties as well as otheroperational stresses.







Table 9.3.5.5.2(e) Maximum Load (Fpw ) in Zone of Influence (lb), (Fy = 30 ksi) Schedule 5 Steel Pipe


20b 25b 30c 35c 40d

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

4e 1160 928 760 652 546









Table 9.3.5.5.2(f) Maximum Load (Fpw ) in Zone of Influence (kg), (Fy = 207 N/mm2) Schedule 5 Steel

Pipe


6.1b 7.6b 9.1c 10.7c 12.2d

25 32 25 21 18 15

32 53 42 34 29 25

40 70 56 46 39 33

50 112 89 73 63 53

65 208 166 137 117 98

80 313 250 205 176 147

90 413 330 271 232 194

100e 526 421 345 296 248

Note: ASTM A 106 Grade B or ASTM A 53 Grade B has an Fy = 241 N/mm2. An Fy = 207 N/mm2 was


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used also as a conservative value to account for differences in material properties as well as otheroperational stresses.







Table 9.3.5.5.2(g) Maximum Load (Fpw ) in Zone of Influence (lb), (Fy = 8 ksi) CPVC Pipe


20b 25b 30c 35c 40d

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






Table 9.3.5.5.2(h) Maximum Load (Fpw ) in Zone of Influence (kg), (Fy = 55 N/mm2) CPVC Pipe


6.1b 7.6b 9.1c 10.7c 12.2d

20 7 5 5 4 3

25 13 10 8 7 6

32 25 20 17 14 12

40 38 30 25 20 18

50 73 59 48 39 34

65 130 104 85 70 61

80 234 187 153 126 110






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

Soldered Joints)


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20b 25b 30c 35c 40d

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

2e 180 144 118 97 85







Table 9.3.5.5.2(j) Maximum Load (Fpw ) in Zone of Influence (kg), (Fy = 3207 N/mm2) Type M Copper

Tube (with Soldered Joints)


6.1b 7.6b 9.1c 10.7c 12.2d

20 7.3 5.9 5 4.1 3.6

25 13.2 10.9 8.6 7.3 6.4

32 24 19.1 15.9 12.7 11.3

40 39 31.3 25.4 20.9 18.6

50e 81.6 65.3 53 44 38.6







Table 9.3.5.5.2(k) Maximum Load (Fpw ) in Zone of Influence (lbs), (Fy = 9 ksi) Type M Copper Tube (with

Brazed Joints)

Lateral Sway Spacing (ft)a

Diameter ofPipe (in.) Being

Braced

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


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Table 9.3.5.5.2(l) Maximum Load (Fpw ) in Zone of Influence (lbs), (Fy = 9 ksi) Red Brass Pipe(with Brazed

Joints)

Lateral Sway Spacing (ft)a

Diameter ofPipe (in.) Being

Braced

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 number of changes are being proposed here. First, the section has been modified to correctly state that it is the spacing between braces that needs to be in compliance with the Tables, not the construction of the brace themselves. This clarification is important because the Tables imply that the brace material, when made of a certain size, needs to be in compliance with the spacing of the Table, which is incorrect. It is the size of the pipe being supported that is used in the Tables, not the size of the pipe used for the brace. This leads to the second change, which clarifies in every Table that the first column applies to the size of the pipe being supported, not the size of the pipe used to make the brace.

Note that it is the intent of this proposal to change all of the tables. All of them were changed in Terra View, however, after the computer was done massaging the input, only one table was visible.

The final proposed change is to eliminate the notes a - d in every table. The notes are unenforceable and cause problems for the user. They state that a specific arrangement of pipes in necessary to use the table, but never are clear enough on exactly what that specific arrangement might be. More importantly, the user is not told what to do if their arrangement does not meet the arrangement that is the assumption of the standard. This makes the standard impossible to meet. An annex note will be subitted that contains the usable portions of this material. The committee is encouraged to add figures to the annex text to show what arrangements they had in mind.





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9.3.5.5.11

The requirements of 9.3.5.5 shall not apply where to pipes supported by U-type hooks of the wraparoundtype or those U-type hooks arranged to keep the pipe tight to the underside of the structural element shallbe permitted to be used to satisfy the requirements for lateral sway bracing , provided the legs are bent outat least 30 degrees from the vertical and the maximum length of each leg and the rod size satisfies theconditions of Table 9.3.5.11.8(a), Table 9.3.5.11.8(b), and Table 9.3.5.11.8(c) .


Contractors are using U-Hooks as sway braces at maximum sway brace spacing.U-Hooks are not sway braces. This proposal is an alternate proposal to #79.



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9.3.5.5.11

The requirements of 9.3.5.5.11* The lateral sway bracing required by 9.3.5.5 shall not apply whereU-type hooks of the wraparound type or those U-type be permitted to be omitted when 9.3.5.5.11.1 forbranch lines or 9.3.5.5.11.2 for mains is met.

9.3.5.5.11.1 Branch lines shall comply with the following:

(1)*The branch lines shall be individually supported by wrap around u-hooks or u- hooks arranged to keepthe pipe tight to the underside of the structural element provided the legs are bent out at least 30 degreesfrom the vertical and the maximum length of each leg and rod size satifies the conditions of Table9.3.5.11.8(a), Table 9.3.5.11.8(b), and Table 9.3.5.11.8(c).

(2) At least 75 percent of all the hangers on the branch line shall meet the requirements of 9.3.5.5.11(1).

(3) Consecutive hangers on the branch line shall not be permitted to be used to satisfy the requirementsfor lateral sway bracing, exceed the limitation in 9.3.5.5.11(1).

9.3.5.5.11.2 Mains shall comply with all the following:

(1)*The main piping shall be individually supported by wrap around u-hooks or u-hooks arranged to keeppipe tight to the underside of the structural element provided the legs are bent out at least 30 degrees fromthe vertical and the maximum length of each leg and the rod size satisfies satifies the conditions ofTable 9.3.5.11.8(a) , Table 9.3.5.11.8(b) , and Table 9.3.5.11.8(c) .

(2) At least 75 percent of all the hangers on the main shall meet the requirements of 9.3.5.5.11.2(1).

(3) Consecutive hangers on the main shall not be permitted to exceed the limitation in 9.3.5.5.11.2(1).

(4) The seismic coefficient (C p ) shall not exceed 0.5.

(5) The nominal pipe diameter shall not exceed 6 in.,(152 mm) for feed mains and 4 in. (102 mm) for crossmains.

(6) Hangers shall not be omitted in accordance with 9.2.4.3, 9.2.4.4 or 9.2.4.5.


Align text and analogy to correspond with 9.3.5.5.10



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9.3.5.6.1

Longitudinal sway bracing spaced at a maximum of 80 ft (24 m) on center shall be provided for feed andcross mains regardless of size and all branch lines and other piping with a diameter of 2 1/2 in .(65mm)and larger.


Add longitudinal sway brace requirement to align with 9.3.5.1.1.Evidence constant logic Seismic force can not distinguish between lateral or longitudinal; nor lines, cross mains or feed mains.



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9.3.5.9.6 *

The zone of influence for lateral braces shall include all branch lines and , drops to pendent sprinklers,sprig ups to upright sprinklers and mains tributary to the brace, except branch lines that are provided withlongitudinal bracing or as prohibited by 9.3.5.9.6.1.

9.3.5.9.6.1 *

When riser nipples are provided in systems requiring seismic protection, they shall satisfy the followingequation, unless one of the following conditions is met:

(1) Where riser nipples are 4 ft (1.2 m) or less in length and Cp is 0.50 or less

(2) Where riser nipples are 3 ft (900 mm) or less in length and Cp is less than 0.67

(3) Where riser nipples are 2 ft (600 mm) in length or less and Cp is less than is 1.0

[9.3.5.9.6.1]

where:

Hr = length of riser nipple piping (in inches)

Wp = tributary weight (in pounds) for the branch line or portion of branch line within the zone of influenceincluding the riser nipple

Cp = seismic coefficient

S = sectional modulus of the riser nipple pipe

Fy = allowable yield strength of 30,000 psi (2070 bar) for steel, 30,000 psi for copper (soldered), 8000 psi(550 bar) for CPVC

9.3.5.9.6.2

If the calculated value is equal to or greater than the yield strength of the riser nipple, the longitudinalseismic load of each line shall be evaluated individually, and branch lines shall be provided with longitudinalsway bracing per 9.3.5.6.


The zone of influence for lateral braces should include all of the system piping. This section could read "all system piping".




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9.3.5.9.6.1*

When riser nipples for lines 2 in. and smaller are provided in systems requiring seismic protection, theyshall satisfy the following equation, unless one of the following conditions is met:

(1) Where riser nipples are 4 ft (1.2 m) or less in length and Cp is 0.50 or less

(2) Where riser nipples are 3 ft (900 mm) or less in length and Cp is less than 0.67

(3) Where riser nipples are 2 ft (600 mm) in length or less and Cp is less than is 1.0

[9.3.5.9.6.1]

where:

Hr = length of riser nipple piping (in inches)

Wp = tributary weight (in pounds) for the branch line or portion of branch line within the zone of influenceincluding the riser nipple

Cp = seismic coefficient

S = sectional modulus of the riser nipple pipe

Fy = allowable yield strength of 30,000 psi (2070 bar) for steel, 30,000 psi for copper (soldered), 8000 psi(550 bar) for CPVC


Clarify that 9.3.5.9.6.1 is for lines that are not sway braced.Longitudinal bracing of lines negates 9.3.5.9.6.1.

* Contingent upon acceptance for my proposal for 9.3.5.6.1.



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9.3.5.9.7

The zone of influence for longitudinal braces shall include all mains piping tributary to the brace.


Align text with 9.3.5.1.1



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9.3.5.11.10

C-type clamps including beam and large flange clamps, with or without restraining straps, shall not be usedto attach braces or restraints to the building structure.


Section 9.3.5.11.10 currently identifies that it is not compliant to attach braces to the building structure with C-Clamps. No specific mention is made regarding attachments to structure for branch line restraints. The two applications are nearly identical in nature. This modification clarifies that sway brace restraint attachments to structure, for either bracing of main or restraint of branch line applications, shall not be accomplished by the use of C-type clamps with or without retaining straps.


Submitter Full Name: Thomas Forsythe

Organization: JENSEN HUGHES

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Submittal Date: Thu Feb 11 17:53:14 EST 2016


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9.3.5.12.1

The designated angle category for the fastener(s) used in the sway brace installation shall be determined inaccordance with Figure 9.3.5.12.1.

Figure 9.3.5.12.1 Designation of Angle Category Based on Angle of Sway Brace and FastenerOrientation.


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9.3.5.12.2*


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For individual fasteners, unless alternative allowable loads are determined and certified by a registeredprofessional engineer, the loads determined in 9.3.5.9 shall not exceed the allowable loads provided inTable 9.3.5.12.2(a) through Table 9.3.5.12.2(i c ) or 9 . Table 9.

3.5.12.8 .

Move concrete anchor tables to the annex:

Table A.9. 3.5.12.8. 2(a) Maximum Load for Wedge Anchors in 3000 psi (207 bar) Lightweight CrackedConcrete on Metal Deck

Wedge Anchors in 3000 psi Lightweight Cracked Concrete on M

Diameter

(in.)

Embedment

(in.)

A B

Pr P

≤2.0 ≤13⁄8 2 117 181⁄2 2 3⁄8 164 255⁄8 3 1⁄8 214 32

Diameter

(in.)

Embedment

(in.)

A B

Pr P

2.1–3.5 1.2–3⁄8 2 69 121⁄2 2 3⁄8 97 175⁄8 3 1⁄8 133 23

Diameter

(in.)

Embedment

(in.)

A B

Pr P

3.6–5.0 1.9–3⁄8 2 48 91⁄2 2 3⁄8 67 135⁄8 3 1⁄8 93 17

Diameter

(in.)

Embedment

(in.)

A B

Pr P

5.1–6.5 2.6–3⁄8 2 36 71⁄2 2 3⁄8 51 105⁄8 3 1⁄8 71 14

*Pr = Prying Factor Range. (Refer to Annex for additional information.)

1 lb = 0.45 kg

Table 9 Table A .9. 3.5.12.8. 2(b) Maximum Load for Wedge Anchors in 3000 psi (207 bar) LightweightCracked Concrete

Wedge Anchors in 3000 psi Lightweight Cracked Concr

Diameter

(in.)

Embedment

(in.)

A B

Pr P

≤2.0 ≤13⁄8 2 102 141⁄2 2 3⁄8 140 195⁄8 3 1⁄4 222 303⁄4 4 1⁄8 327 46


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Wedge Anchors in 3000 psi Lightweight Cracked Concr

Diameter

(in.)

Embedment

(in.)

A B

Pr P

2.1–3.5 1.2–3⁄8 2 69 101⁄2 2 3⁄8 94 145⁄8 3 1⁄4 151 233⁄4 4 1⁄8 217 35

Diameter

(in.)

Embedment

(in.)

A B

Pr P

3.6–5.0 1.9–3⁄8 2 52 81⁄2 2 3⁄8 71 125⁄8 3 1⁄4 114 193⁄4 4 1⁄8 162 28

Diameter

(in.)

Embedment

(in.)

A B

Pr P

5.1–6.5 2.6–3⁄8 2 41 71⁄2 2 3⁄8 56 105⁄8 3 1⁄4 91 163⁄4 4 1⁄8 124 23


1 lb = 0.45 kg

Table 9 Table A .9. 3.5.12.8. 2(c) Maximum Load for Wedge Anchors in 3000 psi (207 bar) Normal WeightCracked Concrete

Wedge Anchors in 3000 psi Normal Weight Cracked Conc

Diameter

(in.)

Embedment

(in.)

A B

Pr P

≤2.0 ≤13⁄8 2 171 241⁄2 3 5⁄8 412 565⁄8 3 7⁄8 480 663⁄4 4 1⁄8 545 78

Diameter

(in.)

Embedment

(in.)

A B

Pr P

2.1–3.5 1.2–3⁄8 2 116 181⁄2 3 5⁄8 282 435⁄8 3 7⁄8 327 53⁄4 4 1⁄8 363 58

Diameter

(in.)

Embedment

(in.)

A B

Pr P

3.6–5.0 1.9–


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Wedge Anchors in 3000 psi Normal Weight Cracked Conc3⁄8 2 87 141⁄2 3 5⁄8 214 355⁄8 3 7⁄8 247 43⁄4 4 1⁄8 271 46

Diameter

(in.)

Embedment

(in.)

A B

Pr P

5.1–6.5 2.6–3⁄8 2 69 121⁄2 3 5⁄8 173 305⁄8 3 7⁄8 197 343⁄4 4 1⁄8 208 38


1 lb = 0.45 kg

Table 9 Table A .9. 3.5.12.8. 2(d) Maximum Load for Wedge Anchors in 4000 psi (276 bar) Normal WeightCracked Concrete


Diameter

(in.)

Embedment

(in.)

A B

Pr P

≤2.0 ≤13⁄8 2 200 281⁄2 3 5⁄8 430 605⁄8 3 7⁄8 532 723⁄4 4 1⁄8 630 90

Diameter

(in.)

Embedment

(in.)

A B

Pr P

2.1–3.5 1.2–3⁄8 2 135 21⁄2 3 5⁄8 289 465⁄8 3 7⁄8 367 563⁄4 4 1⁄8 419 67

Diameter

(in.)

Embedment

(in.)

A B

Pr P

3.6–5.0 1.9–3⁄8 2 101 171⁄2 3 5⁄8 218 375⁄8 3 7⁄8 280 463⁄4 4 1⁄8 313 54

Diameter

(in.)

Embedment

(in.)

A B

Pr P

5.1–6.5 2.6–3⁄8 2 79 141⁄2 3 5⁄8 170 35⁄8 3 7⁄8 226 39


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Wedge Anchors in 4000 psi Normal Weight Cracked Conc3⁄4 4 1⁄8 241 44


1 lb = 0.45 kg

Table 9 Table A .9. 3.5.12.8. 2(e) Maximum Load for Wedge Anchors in 6000 psi (414 bar) Normal WeightCracked Concrete


Diameter

(in.)

Embedment

(in.)

A B

Pr P

≤2.0 ≤13⁄8 2 1⁄4 254 351⁄2 3 5⁄8 527 745⁄8 3 7⁄8 652 893⁄4 4 1⁄8 772 11

Diameter

(in.)

Embedment

(in.)

A B

Pr P

2.1–3.5 1.2–3⁄8 2 1⁄4 172 271⁄2 3 5⁄8 355 565⁄8 3 7⁄8 450 693⁄4 4 1⁄8 514 82

Diameter

(in.)

Embedment

(in.)

A B

Pr P

3.6–5.0 1.9–3⁄8 2 1⁄4 130 21⁄2 3 5⁄8 267 455⁄8 3 7⁄8 343 563⁄4 4 1⁄8 384 66

Diameter

(in.)

Embedment

(in.)

A B

Pr P

5.1–6.5 2.6–3⁄8 2 1⁄4 103 181⁄2 3 5⁄8 209 385⁄8 3 7⁄8 277 483⁄4 4 1⁄8 295 55


1 lb = 0.45 kg

Table 9 Table A .9. 3.5.12.8. 2(f) Maximum Load for Undercut Anchors in 3000 psi (207 bar) Normal WeightCracked Concrete

Undercut Anchors in 3000 psi Normal Weight Cracked Con

Diameter

(in.)

Embedment

(in.)

A B

Pr P

≤2.0 ≤1


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Undercut Anchors in 3000 psi Normal Weight Cracked Con3⁄8 4 3⁄8 501 631⁄2 7 700 95⁄8 9 1⁄2 1106 153⁄4 12 1701 24

Diameter

(in.)

Embedment

(in.)

A B

Pr P

2.1–3.5 1.2–3⁄8 4 3⁄8 368 521⁄2 7 505 735⁄8 9 1⁄2 754 113⁄4 12 1143 18

Diameter

(in.)

Embedment

(in.)

A B

Pr P

3.6–5.0 1.9–3⁄8 4 3⁄8 291 441⁄2 7 395 625⁄8 9 1⁄2 572 953⁄4 12 860 14

Diameter

(in.)

Embedment

(in.)

A B

Pr P

5.1–6.5 2.6–3⁄8 4 3⁄8 241 381⁄2 7 324 535⁄8 9 1⁄2 456 803⁄4 12 670 12


1 lb = 0.45 kg

Table 9 Table 9 .3.5.12.2(g a ) Maximum Load for Connections to Steel Using Unfinished Steel Bolts

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

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 9.3.5.12.2(h b ) Maximum Load for Through-Bolts in Sawn Lumber or Glue-Laminated Timbers

Through-Bolts in Sawn Lumber or Glue-Laminated Timbers (Load Perpendicular to Grain

Lengthof Bolt

in

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


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Through-Bolts in Sawn Lumber or Glue-Laminated Timbers (Load Perpendicular to Grain

Timber(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

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

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

51⁄2

— — — — — — — — — 280 395 485 325 560 960 315 515 735 310 440 535 360 620 1


Table 9.3.5.12.2(i c ) Maximum Load for Lag Screws and Lag Bolts in Wood

Lag Screws and Lag Bolts in Wood (Load Perpendicular to Grain — Holes Predrilled Using Good P

Lengthof Bolt

inTimber

(in.)

Lag 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

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 77

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 84


Table 9.3.5.12.2(j d ) Factors for Wood Based on Specific Gravity

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

9.3.5.12.3*

The type of fasteners used to secure the bracing assembly to the structure shall be limited to those shownin Table 9.3.5.12.2(a) through Table 9.3.5.12.2(i) c), 9.3.5.12.8, or to listed devices.

9.3.5.12.4*

For connections to wood, through-bolts with washers on each end shall be used, unless the requirementsof 9.3.5.12.5 are met.

9.3.5.12.5

Where it is not practical to install through-bolts due to the thickness of the wood member in excess of 12 in.(300 mm) or inaccessibility, lag screws shall be permitted and holes shall be pre-drilled 1⁄8 in. (3 mm)smaller than the maximum root diameter of the lag screw.

9.3.5.12.6

Holes for through-bolts and similar listed attachments shall be 1⁄16 in. (1.6 mm) greater than the diameter ofthe bolt.

9.3.5.12.7


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The requirements of 9.3.5.12 shall not apply to other fastening methods, which shall be acceptable for useif certified by a registered professional engineer to support the loads determined in accordance with thecriteria in 9.3.5.9.

9.3.5.12.7.1

Calculations shall be submitted where required by the authority having jurisdiction.


9.3.5.12.8.1*

Concrete anchors shall be prequalified for seismic applications in accordance with ACI 355.2, Qualificationof Post-Installed Mechanical Anchors in Concrete and Commentary, and installed in accordance with themanufacturer's instructions.

9.3.5.12.8.2*

Unless the requirements of 9.3.5.12.8.3 are met, concrete anchors shall be selected from Table9.3.5.12.2(a) through Table 9.3.5.12.2(f) based on concrete strength, anchor type, designated anglecategory A through I, prying factor (Pr) range, and allowable maximum load.

(A)

Sway brace manufacturers shall provide prying factors (Pr) based on geometry of the structure attachmentfitting and the designated angle category A through I as shown in Figure 9.3.5.12.1.

(B)

Where the prying factor for the fitting is unknown, the largest prying factor range in Table 9.3.5.12.2(a)through Table 9.3.5.12.2(f) for the concrete strength and designated angle category A through I shall beused.

9.3.5.12.8.3

In lieu of using the concrete anchor loads in Table 9.3.5.12.2(a) through Table 9.3.5.12.2(f) , the Theallowable maximum load may shall be permitted to be calculated.

(A)

Allowable concrete anchor loads shall be permitted to be determined using approved software thatconsiders the effects of prying for concrete anchors.

(B)

Anchors shall be seismically prequalified per 9.3.5.12.8.1.

(C)

Allowable maximum loads shall be based on the anchor capacities given in approved evaluation servicereports, where the calculation of ASD allowable shear and tension values are determined in accordancewith ACI 318, Chapter 17 and include the effects of prying, brace angle, and the over strength factor(Ω=2.0).

(D)*

The shear and tension values determined in 9.3.5.12.8.3(C) using ACI 318, Chapter 17 shall be multipliedby 0.43.

9.3.5.12.8.4

Concrete anchors other than those shown in Table 9.3.5.12.2(a) through Table 9.3.5.12.2(f) shallanchors shall be acceptable for use where designed in accordance with the requirements of the buildingcode and certified by a registered professional engineer.


The use of concrete anchors to meet SEI/ASCE 7-16 (not published until fall 2016) should be installed per the manufacturer's instructions. There is great confusion on the development of the concrete anchor tables. The manufacturer's should address the SEI/ASCE 7-16 requirements by publishing the load ratings or providing software for designs. The manufacturer's anchors will likely support far more loading than those indicated by the tables. The manufacturer's information should be used first. In absence of manufacturer's load ratings, then the concrete anchor tables can be used.


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Public Input No. 46-NFPA 13-2016 [ New Section after 9.3.5.12.8 ]


Type your content here ...

Pre Installed Concrete Inserts.

Pipe size, installation position and construction material into which they are installed should be inaccordance with the individual listing and approvals.


With the introduction of new technology the use of pre installed inserts is becoming more prevalent.There is no code section regarding the use of pre installed inserts for seismic application.




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Submittal Date: Mon Feb 15 17:34:54 EST 2016


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9.3.6.3

The end sprinkler on a branch line shall be restrained, the location of the end of line restraint shall be persection 9 . 2.3.4.1.


In real world conditions it has not been clearly understood exactly where the end of line restraint needs to go. How close to the end of line is actually acceptable to be “the end of line”. By referencing section 9.2.3.4.1 guidance is given as to where the restraint mu be located.


Submitter Full Name: John Deutsch

Organization: VFS Fire & Security Services

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Submittal Date: Sat Jun 04 15:26:55 EDT 2016


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9.3.6.4*

Branch lines shall be laterally restrained at intervals not exceeding those specified in Table 9.3.6.4(a) orTable 9.3.6.4(b) based on branch line diameter and the value of Cp .

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

Pipe Seismic Coefficient, Cp

(in.) (mm) Cp ≤ 0.50 0.5 < Cp ≤ 0.71 0.71 < CP ≤ 1.40 CP ≥ 1 > 1 .40

1⁄2 (15) 34 (10.3) 29 (8.8) 20 (6.1) 18 (5.5)3⁄4 (20) 38 (11.6) 32 (9.7) 23 (7.0) 20 (6.1)

1 (25) 43 (13.1) 36 (11.0) 26 (7.9) 22 (6.7)

1 1⁄4 (32) 46 (14.0) 39 (11.9) 27 (8.2) 24 (7.3)

1 1⁄2 (40) 49 (14.9) 41 (12.5) 29 (8.8) 25 (7.6)

2 (50) 53 (16.1) 45 (13.7) 31 (9.4) 27 (8,2)

Table 9.3.6.4(b) Maximum Spacing (ft) of CPVC, Copper, and Red Brass Pipe Restraints

Pipe Seismic Coefficient Cp

(in.) (mm) Cp ≤ 0.50 0.5 < Cp ≤ 0.71 0.71 < CP ≤ 1.40 CP ≥ 1 > 1 .40

1⁄2 (15) 26 (7.9) 22 (6.7) 16 (4.9) 13 (4.0)3⁄4 (20) 31 (9.4) 26 (7.9) 18 (5.5) 15 (4.6)

1 (25) 34 (10.3) 28 (8.5) 20 (6.1) 17 (5.2)

1 1⁄4 (32) 37 (11.3) 31 (9.4) 22 (6.7) 19 (5.8)

1 1⁄2 (40) 40 (12.2) 34 (10.3) 24 (7.3) 20 (6.1)

2 (50) 45 (13.7) 38 (11.6) 27 (8.2) 23 (7.0)


This is an editorial correction. The header for the last column (both imperial and metric tables) should use a "greater than" symbol (>) and not greater than or equal to symbol.






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9.3.7.9

Where seismic protection is provided, cast-in-place anchors used to secure hangers to the buildingstructure shall be in accordance with ICC-ES AC446, Acceptance Criteria For Headed Cast-in SpecialtyInserts in Concrete and installed in accordance with manufacturer's instructions.


The standard does not address cast-in-place anchors. Cast-in-place anchors should be addressed. Appropriate reference is ICC-ES AC446.


Submitter Full Name: Louis Guerrazzi

Organization: National Fire Sprinkler Association


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9.3.7.9 (NEW)

Where seismic protection is provided, cast-in-place anchors used to secure hangers to the buildingstructure shall be in accordance with ICC-ES AC446, Acceptance Criteria For Headed Cast-in SpecialtyInserts in Concrete and installed in accordance with manufacturer's instructions.


The standard does not currently address cast-in-place anchors. Although it is more common to use post-installed anchors, it is a viable option for supporting the fire sprinkler system and should be included.

If this concept is added, text in 9.1.3 may need to be modified as it has a post-installed anchor focus.






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Public Input No. 478-NFPA 13-2016 [ Section No. A.9.1.1 ]

A.9.1.1

See Figure A.9.1.1. As an alternative to the conventional method of hanging pipe from the structure usingattachments and rod, the piping can be simply laid on the structural member, provided the structure canadequately support the added load in accordance with 9.2.1.3.1 and the maximum distance betweensupports as required by Chapter 9 is not exceeded. Listed pipe should still be installed and supported inaccordance with its listing limitations.

To prevent pipe movement, it should be secured with an approved device to the structure and located toensure that the system piping remains in its original location and position.

Figure A.9.1.1 Common Types of Acceptable Hangers.


This material was proposed to be moved into the body of the text in a separate proposal to permit AHJ's to permit/enforce this.



Public Input No. 471-NFPA 13-2016 [New Section after 9.1.1.1] Move from Annex to body of Code.





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Public Input No. 83-NFPA 13-2016 [ Section No. A.9.2.1.3.3.3 ]

A.9.2.1.3.3.3

The committee evaluation of flexible sprinkler hose fittings supported by suspended ceilings was based ona comparison of the weight of a 6 ft 1 in. (1.8 m) diameter Schedule 40 water-filled unsupported armoverweighing approximately 13 lb (5.9 kg) to the weight of a 6 ft 1 in. (1.8 m) diameter water-filled flexible hosefitting weighing approximately 9 lb (4.1 kg). The information provided to the committee showed that themaximum load shed to the suspended ceiling by the flexible hose fitting was approximately 6 lb (2.7 kg) andthat a suspended ceiling meeting ASTM C635, Standard Specification for the Manufacture, Performance,and Testing of Metal Suspension Systems of Acoustical Tile and Lay-In Panel Ceilings, and installed inaccordance with ASTM C636, Standard Practice for Installation of Metal Ceiling Suspension Systems forAcoustical Tile and Lay-In Panels, can substantially support that load. In addition, the supporting materialshowed that the flexible hose connection can be attached to the suspended ceilings because it allows thenecessary deflections under seismic conditions.


Inappropriate comparison, lacks continuity.Comparing the weight of piping supported by the building structure to the weight of piping supported by the suspended ceiling is flawed logic and erroneous.



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Public Input No. 20-NFPA 13-2016 [ Section No. A.9.2.1.3.3.4 ]

A.9.2.1.3.3.4

An example of language for the label is as follows:

CAUTION: DO NOT REMOVE THIS LABEL.

Relocation of this device should only be performed by qualified and/or licensed individuals that are aware ofthe original system design criteria, hydraulic criteria, sprinkler head listing sprinkler listing parameters, andknowledge of the state and local codes including NFPA 13 installation standards. Relocation of the devicewithout this knowledge could adversely affect the performance of this fire protection and life safety system.


NFPA 13 does not define what a sprinkler head is. Change the term to sprinkler.


Submitter Full Name: Peter Schwab

Organization: Wayne Automatic Fire Sprinkler

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Submittal Date: Mon Jan 04 14:15:23 EST 2016


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Public Input No. 391-NFPA 13-2016 [ Section No. A.9.2.1.4.1 ]

A.9.2.1.4.1

The requirements of 9.2.1.4.1 are based on metal decks only but can be applied to other applications suchas concrete or gypsum-filled metal decks. Piping in excess of 1" can be supported from a metal deck ifmethod of attachment and ability of deck to support loads as specified in 9.2.1.3.1 are approved by astructural engineer.


Present language sends a message that no pipe larger than 1" can be installed no matter what the structural capability of the deck


Submitter Full Name: Jack Thacker

Organization: Allan Automatic Sprinkler Corp

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A.9.3.1

Sprinkler systems are protected against earthquake damage by means of the following:

(1) Stresses that would develop in the piping due to differential building movement are minimized throughthe use of flexible joints or clearances.

(2) Bracing is used to keep the piping fairly rigid when supported from a building component expected tomove as a unit, such as a ceiling.

Areas known to have a potential for earthquakes have been identified in building code and insurancemaps. The model building codes in the United States incorporate SEI/ASCE 7, Minimum Design Loads forBuildings and Other Structures by reference. SEI/ASCE 7 provides a methodology for the architect orengineer of record responsible for the project to determine when seismic design is required. In general,Design Categories A and B do not require seismic design for fire protection systems.

Displacement due to story drift is addressed in 9.3.2 through 9.3.4.

Piping in racks needs to be treated like other sprinkler piping and protected in accordance with the properrules. Piping to which in-rack sprinklers are directly attached should be treated as branch line piping. Pipingthat connects branch lines in the racks should be treated as mains. The bracing, restraint, flexibility, andrequirements for flexible couplings are the same in the rack structures as at the ceiling.


To provide additional guidance from the structural engineer when Seismic is typically provided.





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A.9.3.3


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Plan and elevation views of a seismic separation assembly configured with flexible elbows are shown inFigure A.9.3.3(a) or Figure A.9.3.3(b) .

The extent of permitted movement should be sufficient to accommodate calculated differential motionsduring earthquakes. In lieu of calculations, permitted movement can be made at least twice the actualseparations, at right angles to the separation as well as parallel to it For movement capabilities of seismicseparation assemblies, refer to the coupling manufacturer's recommendations .

Figure A.9.3.3(a) Seismic Separation Assembly in which 8 in. (203 mm) Separation Crossed byPipes Up to 4 in. (102 mm) in Nominal Diameter. ( Incorporating Flexible Couplings . ( For otherseparation distances and pipe sizes, lengths and distances should be modified proportionally.)

Figure A.9.3.3(b) Seismic Separation Assembly Incorporating Flexible Piping.


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A9.3.3.png A 9.3.3 (a)


The seismic separation assembly illustration is unclear on what pipe lengths are required for each scenario of movement. Contacting a representative of a coupling manufacturer will give the exact required pipe lengths for each seismic scenario.


Submitter Full Name: Ahmed Saleh

Organization: Victaulic Company of America

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Submittal Date: Fri Jun 24 08:27:07 EDT 2016


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A.9.3.5.2.3

The listed load rating must include a minimum safety factor of 1 2 .5 2 against the ultimate break strengthof the brace components and then be further reduced according to the brace angles.


The minimum safety factor of 1.5 was proposed and added to NFPA 13 in the 1996 Edition, when the earthquake load was equal to Fp (100% of the earthquake load). This minimum safety factor was the result of a safety factor of 2.0 with a 1/3 increase for earthquake loading. In 2000 the International Building Code and ASCE 7 introduced Load combinations for both LRFD (Strength Design) and ASD (Allowable Stress Design). The ASCE 7 ASD earthquake load is 0.7E and E is equal to Fp. NFPA 13 uses ASD and changed the earthquake load that is used to select earthquake sway brace components and fasteners to Fpw (0.7Fp see 9.3.5.9.4). The effect of the change from Fp to Fpw without increasing the minimum safety factor is to remove any safety factor, because 0.7 x 1.5 = 1.05. Recognizing this, AISC published Supplement 1 in 2000 indicating among other things that the 1/3 increase in the safety factor for earthquake loading was removed, because it is addressed by the 0.7E load combination. Subsequent to this the NFPA 13 9.3.5.11.8 Tables for pipe, angles, rods and flats were recalculated with the 1/3 increase removed. Additionally, it is my understanding that FM has increased its safety factor to 2.0 for earthquake braces due to the elimination of the 1/3 increase. The minimum safety factor in NFPA 13 should be changed to 2.2, in order the return to the previous level of safety (0.7 x 2.2=1.5). ASCE 19 for steel cables already changed its safety factor to 2.2 for earthquake loading.





Submitter Full Name: Daniel Duggan

Organization: Fire Sprinkler Design

Affilliation: Vibration & Seismic Technologies, LLC

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A.9.3.5.4.2

The investigation of tension-only bracing using materials, connection methods, or both, other than thosedescribed in Table 9.3.5.11.8(a), Table 9.3.5.11.8(b), and Table 9.3.5.11.8(c), should involve considerationof the following:

(1) Corrosion resistance.

(2) Prestretching to eliminate permanent construction stretch and to obtain a verifiable modulus ofelasticity.

(3) Color coding or other verifiable marking of each different size cable for field verification.

(4) The capacity of all components of the brace assemblies, including the field connections, to maintainthe manufacturer’s minimum certified break strength.

(5) Manufacturer’s published design data sheets/manual showing product design guidelines, includingconnection details, load calculation procedures for sizing of braces, and the maximum recommendedhorizontal load-carrying capacity of the brace assemblies including the associated fasteners asdescribed in Figure 9.3.5.12.1. The maximum allowable horizontal loads must not exceed themanufacturer's minimum certified break strength of the brace assemblies, excluding fasteners, aftertaking a safety factor of 1 2 .5 2 and then adjusting for the brace angle.

(6) Brace product shipments accompanied by the manufacturer's certification of the minimum breakstrength and prestretching and installation instructions.

(7) The manufacturer's literature, including any special tools or precautions required to ensure properinstallation.

(8) A means to prevent vertical motion due to seismic forces when required.

Table A.9.3.5.4.2 identifies some specially listed tension-only bracing systems.

Table A.9.3.5.4.2 Specially Listed Tension-Only Seismic Bracing

Materials and Dimensions Standard

Manual for Structural Application of Steel Cables ASCE 19

Wire Rope Users Manual of the Wire Rope Technical Board ASCE 19

Mechanical Strength Requirements ASTM A603

Breaking Strength Failure Testing ASTM E8


The minimum safety factor of 1.5 was proposed and added to NFPA 13 in the 1996 Edition, when the earthquake load was equal to Fp (100% of the earthquake load). This minimum safety factor was the result of a safety factor of 2.0 with a 1/3 increase for earthquake loading. In 2000 the International Building Code and ASCE 7 introduced Load combinations for both LRFD (Strength Design) and ASD (Allowable Stress Design). The ASCE 7 ASD earthquake load is 0.7E and E is equal to Fp. NFPA 13 uses ASD and changed the earthquake load that is used to select earthquake sway brace components and fasteners to Fpw (0.7Fp see 9.3.5.9.4). The effect of the change from Fp to Fpw without increasing the minimum safety factor is to remove any safety factor, because 0.7 x 1.5 = 1.05. Recognizing this, AISC published Supplement 1 in 2000 indicating among other things that the 1/3 increase in the safety factor for earthquake loading was removed, because it is addressed by the 0.7E load combination. Subsequent to this the NFPA 13 9.3.5.11.8 Tables for pipe, angles, rods and flats were recalculated with the 1/3 increase removed. Additionally, it is my understanding that FM has increased its safety factor to 2.0 for earthquake braces due to the elimination of the 1/3 increase. The minimum safety factor in NFPA 13 should be changed to 2.2, in order the return to the previous level of safety (0.7 x 2.2=1.5). ASCE 19 for steel cables already changed its safety factor to 2.2 for earthquake loading.


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Public Input No. 578-NFPA 13-2016 [Section No.A.9.3.5.2.3]

Both PI's would increase the Safety Factor of 1.5to 2.2




Affilliation: Vibration & Seismic Technologies

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A.9.3.5.4.2






(5) Manufacturer’s published design data sheets/manual showing product design guidelines, includingconnection details, load calculation procedures for sizing of braces, and the maximum recommendedhorizontal load-carrying capacity of the brace assemblies including the associated fasteners asdescribed in Figure 9.3.5.12.1. The maximum allowable horizontal loads must not exceed themanufacturer's minimum certified break strength of the brace assemblies, excluding fasteners, aftertaking a safety factor of 1.5 and then adjusting for the brace angle.




Table A.9.3.5.4.2 identifies some Standards for specially listed tension-only bracing systems.








This sentence was added to the 1999 Edition of NFPA 13 but it was never proposed to nor was it voted on by the Hanging and Bracing Committee. Matt Klaus looked into this and found that it was added by NFPA staff in an effort to be helpful by linking Paragraph A.9.3.5.4.2 to Table A.9.3.5.4.2. However, the choice of words was incorrect. The Table does not show any tension only bracing systems at all. Rather, the Table shows Standards that are referenced by the Building Code, ASCE 7 and their referenced Standards for the steel cables and fittings that are used for tension only bracing. The proposed change in the wording corrects the sentence.





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A.9.3.5.4.2
















Small Diameter Steel Cable for Bracing ASTM A1023



ASCE 19 Structural Applications of Steel Cables for Buildings, referenced by the Building Code and ASCE 7, was revised in the 2010 Edition to include ASTM A1023 for the small diameter steel cables that are used for the seismic sway bracing of non-structural building components. The addition of this Standard to the list in Table A.9.3.5.4.2 simply updates the list to the current Standards.





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A.9.3.5.4.2









(8) A means to Bracing to prevent vertical motion due to seismic forces when required.









Align text with 9.3.5.1.1.Eliminate ambiguity because bracing is the means that is required.



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A.9.3.5.5.2

The sway brace spacings in Table 9.3.5.5.2(a) through Table 9.3.5.5.2(i l ) were developed to allowdesigners to continue to use familiar concepts, such as zone of influence, to lay out and proportion braceswhile ensuring compatibility with modern seismic requirements. The spacing of braces was determinedusing the provisions of SEI/ASCE 7, Minimum Design Loads for Buildings and Other Structures, assumingsteel pipe with threaded or grooved connections for Table 9.3.5.5.2(a) through Table 9.3.5.5.2(e) . Thetabulated values are based on conservative simplifying assumptions. A detailed engineering analysis,taking into account the properties of the specific system, might provide greater spacing. However, in orderto control deflections, in no case should the lateral sway brace spacing exceed 40 ft (12.2 m).

The tables are all based on specific configurations of mains and branch lines. The 20 ft and 25 ft spacingrules assume that the branch lines are at the center of the pipe span and near each support. The 30 ft and35 ft spacing assumes that the branch lines are at the third-points of pipe span and near each support. The 40 ft spacing assumes the branch lines are at quarter-points of the pipe span and near each support. For situations that do not meet these assumptions, engineering judgement should be used in determiningthe spacing between braces, which may need to be closer than the tables suggest, even if the load can behandled by the brace.


This new annex note is a conglomeration of the notes from the individual tables in the body of the standard associated with this annex note. In PI 151, they have been proposed for deletion because they are unenforceable and make it impossible to comply with the standard. They are much better suited in the annex as helpful information for how the tables were developed.



Public Input No. 151-NFPA 13-2016 [Section No. 9.3.5.5.2 [Excluding any Sub-Sections]]




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Public Input No. 85-NFPA 13-2016 [ 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 distancebetween 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).

Revise drawing: Move upper 6 in. dimension coordinate to top surface of structure flange.

—

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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Align drawing with 9.3.5.5.10.1 text.Show correct point of attachment.The top surface of the flange is the point of attachment that supports the top beam clamp.



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Public Input No. 394-NFPA 13-2016 [ Section No. A.9.3.5.5.10.2(1) ]

A.9.3.5.5.10.2(1)

See Figure A.9.3.5.5.10.1(1)(a) and , Figure A.9.3.5.5.10.1(1)(b) and Figure A . 9.3.5.5.10.1(1)(c) .



28.JPG Example of an acceptable hanger which does not utilized a hanger rod


Example product is equal to a 6" rod


Submitter Full Name: Jack Thacker

Organization: Allan Automatic Sprinkler Corp

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A.9.3.5.8.1

The four-way brace provided at the riser can also provide longitudinal and lateral bracing for adjacentmains. This section is not intended to require four-way bracing on a sprig or on a drop to a single sprinkler.This section is also not intended to apply to standpipe risers less than 7 ft penetrating the top landing or theroof feeding hose valve(s).


Four-way bracing on the top of the standpipe does not provide any benefit as there is no additional loading on the standpipe riser above the roof or top floor landing.



Public Input No. 485-NFPA 13-2016 [Section No. 9.3.2.3.1] Stanpipe riser at the top landing or roof.

Public Input No. 485-NFPA 13-2016 [Section No. 9.3.2.3.1]




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Public Input No. 107-NFPA 13-2016 [ Section No. A.9.3.5.9 ]


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A.9.3.5.9


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Location of Sway Bracing. Two-way braces are either longitudinal or lateral, depending on their orientationwith the axis of the piping. [See Figure A.9.3.5.9(a), Figure A.9.3.5.9(b), Figure A.9.3.5.9(c) , and FigureA.9.3.5.9(d).] The simplest form of two-way brace is a piece of steel pipe or angle. Because the brace mustact in both compression and tension, it is necessary to size the brace to prevent buckling.

An important aspect of sway bracing is its location. In Building 1 of Figure A.9.3.5.9(a), the relatively heavymain will pull on the branch lines when shaking occurs. If the branch lines are held rigidly to the roof or floorabove, the fittings can fracture due to the induced stresses. In selecting brace locations, one must considerboth the design load on the brace, as well as the ability of the pipe to span between brace locations.

Bracing should be on the main as indicated at Location B of Figure A.9.3.5.9(a) . With shaking in thedirection of the arrows, the light branch lines will be held at the fittings. Where necessary, a lateral brace orother restraint should be installed to prevent a branch line from striking against building components orequipment.

A four-way brace is indicated at Location A of Figure A.9.3.5.9(a) . This keeps the riser and main lined upand also prevents the main from shifting.

In Building 1 of Figure A.9.3.5.9(a), the branch lines are flexible in a direction parallel to the main,regardless of building movement. The heavy main cannot shift under the roof or floor, and it also steadiesthe branch lines. While the main is braced, the flexible couplings on the riser allow the sprinkler system tomove with the floor or roof above, relative to the floor below.

Figure A.9.3.5.9(a) Typical Earthquake Protection for Sprinkler Main Piping.

Figure A.9.3.5.9(b) , Figure A.9.3.5.9(c), and Figure A.9.3.5.9(d) show typical locations of sway bracing.

Figure A.9.3.5.9(b) Typical Location of Bracing on Mains on Tree System.


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Figure A.9.3.5.9(c) Typical Location of Bracing on Mains on Gridded System.

Figure A.9.3.5.9(d) Typical Location of Bracing on Mains on Looped System.

For all threaded connections, sight holes or other means should be provided to permit indication thatsufficient thread is engaged.

To properly size and space braces, it is necessary to employ the following steps:

(1) Determine the seismic coefficient, Cp , using the procedures in 9.3.5.9.3 or 9.3.5.9.4. This is needed

by the designer to verify that the piping can span between brace points. For the purposes of thisexample, assume that Cp = 0.5.


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(2) Based on the distance of mains from system piping from the structural members that will support thebraces, choose brace shapes and sizes from Table 9.3.5.11.8(a), Table 9.3.5.11.8(b), and Table9.3.5.11.8(c) such that the maximum slenderness ratios, l/r, do not exceed 300. The angle of thebraces from the vertical should be at least 30 degrees and preferably 45 degrees or more.

(3) Tentatively space lateral braces at 40 ft (12 m) maximum distances along mains system piping , andtentatively space longitudinal braces at 80 ft (24 m) maximum distances along mains system piping .Lateral braces should meet the piping at right angles, and longitudinal braces should be aligned withthe piping.

(4) Determine the total load tentatively applied to each brace in accordance with the examples shown inFigure A.9.3.5.9(e) and the following:

(5) For the loads on lateral braces on cross mains, add C p times the weight of the branch line to

C p times the weight of the portion of the cross main within the zone of influence of the brace.

[See examples 1, 3, 6, and 7 in Figure A.9.3.5.9(e) .]

(6) For the loads on longitudinal braces on cross mains, consider only C p times the weight of the

cross mains and feed mains within the zone of influence. Branch lines need not be included. [Seeexamples 2, 4, 5, 7, and 8 in Figure A.9.3.5.9(e) .]

(7) For the four-way brace at the riser, add the longitudinal and lateral loads within the zone ofinfluence of the brace [see examples 2, 3, and 5 in Figure A.9.3.5.9(e) ]. For the four-waybracing at the top of the riser, C p times the weight of the riser should be assigned to both the

lateral and longitudinal loads as they are separately considered.

(8) When a single brace has a combined load from both lateral and longitudinal forces (such as alateral brace at the end of a main that turns 90 degrees), only the lateral should be considered forcomparison with the load tables in 9.3.5.5.2 .

(9) If the total expected loads are less than the maximums permitted in Table 9.3.5.11.8(a) , Table9.3.5.11.8(b), and Table 9.3.5.11.8(c) for the particular brace and orientation, and the maximum loadsin the zone of influence of each lateral sway brace are less than the maximum values in Table9.3.5.5.2(a) or Table 9.3.5.5.2(c), go on to A.9.3.5.9(6). If not, add additional braces to reduce thezones of influence of overloaded braces.

(10) Check that fasteners connecting the braces to structural supporting members are adequate to supportthe expected loads on the braces in accordance with Figure 9.3.5.12.1. If not, again add additionalbraces or additional means of support. Plates using multiple fasteners in seismic assemblies shouldfollow the plate manufacturer guidelines regarding the applied loads.

Use the information on weights of water-filled piping contained within Table A.9.3.5.9. The factor of 1.15 isintended to approximate the additional weight of all the valves, fittings, and other devices attached to thesystem.

Figure A.9.3.5.9(e) Examples of Load Distribution to Bracing.

Table A.9.3.5.9 Piping Weights for Determining Horizontal Load

Nominal Dimensions Weight of Water-Filled Pipe

in. mm lb/ft kg/m

Schedule 40 Pipe

1 25 2.05 3.05


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Nominal Dimensions Weight of Water-Filled Pipe

in. mm lb/ft kg/m

1 1⁄4 32 2.93 4.36

1 1⁄2 40 3.61 5.37

2 50 5.13 7.63

2 1⁄2 65 7.89 11.74

3 80 10.82 16.10

3 1⁄2 90 13.48 20.06

4 100 16.40 24.40

5 125 23.47 34.92

6 150 31.69 47.15

8* 200 47.70 70.98

Schedule 10 Pipe

1 25 1.81 2.69

1 1⁄4 32 2.52 3.75

1 1⁄2 40 3.04 4.52

2 50 4.22 6.28

2 1⁄2 65 5.89 8.76

3 80 7.94 11.81

3 1⁄2 90 9.78 14.55

4 100 11.78 17.53

5 125 17.30 25.74

6 150 23.03 34.27

8 200 40.08 59.64

*Schedule 30.


Align wording to prior text. Lines may also be sway braced therefore, using the wording system piping is preferable to cross mains or mains.



Organization: AFCON

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Submittal Date: Mon May 02 11:55:37 EDT 2016


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Public Input No. 529-NFPA 13-2016 [ New Section after A.9.3.8 ]

A.9.3.9

Full scale seismic testing has shown that in areas that use suspended ceilings and are subjected tomoderate to high seismic movement, flexible sprinkler hoses substantially reduced the piping-ceilinginteraction. The testing also showed that hard pipe sprinkler drops with 2” clearance produced significantdamage to the ceiling panels at moderate seismic movement.



Seismic_Testing.pdf Full Scale Seismic Testing in Japan


Corresponding annex language for Public Input 528.



Public Input No. 528-NFPA 13-2016 [New Section after 9.3] Supporting annex language


Submitter Full Name: Brian Sloan

Organization: Victaulic

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