Handout - American Fire Sprinkler Association

9/22/14 Seismic Bracing
Layout
Presented by Kenneth W. Wagoner
To receive credit for this seminar, you must
1) Sign in on Sign-In sheet,
2) Attend seminar in its entirety, and
3) Submit a completed evaluation form.
Kenneth W. Wagoner, S.E.T., CFPS, CFPE
2
Parsley Consulting, 350 W. 9th Ave., #206
Escondido, CA 92025,
Voice: (760) 745-6181 Fax: (760) 745-0537
Ken is a 1977 graduate of Bethany College (KS), and owner of Parsley Consulting,
located in Escondido, California. Since 1981, he has performed automatic sprinkler
system and fire alarm system design, plan review and construction management. Achieving NICET certification in the subfields of automatic sprinkler system layout (IV),
fire alarm systems (III) and inspection & testing (III), Wagoner is also an NFPA Certified
Fire Protection Specialist (CFPS), and Certified Fire Plan Examiner (CFPE). Ken is an
AFSA-designated alternate representative to the NFPA 1031 committee which
publishes Professional Qualifications for Fire Inspectors and Plan Reviewers; and AFSA
designated principal representative to the Hanging and Bracing Committee of NFPA
13, which publishes Standard for the Installation of Sprinkler Systems; and is the
chairman of the NFPA-24 committee, which publishes Standard for Installation of
Private Fire Service Mains.
Along with publishing numerous articles on seismic
bracing, hydraulic calculations, system design and plan review, Ken has presented
online virtual seminars, monthly classes sponsored by the San Diego Fire Protection
Association, and conducted seminars around the country for the American Fire
Sprinkler Association. He is an active member of the NFPA, the AFSA, the SCFSCA,
and the SDFPA. Ken is married, has 3 daughters, and 5 grandchildren.
DISCLAIMER
This seminar and its content is not a formal
interpretation issued pursuant to NFPA regulations.
Any opinion expressed is the personal opinion of the
author and presenter and does not necessarily
present the official position of the NFPA and its
Technical Committees.
3
1 9/22/14 4
Paper-Lite
In an effort to be environmentally
responsible and to increase the
quality and timeliness of training
resources, AFSA is reducing the
amount of paper used at our
conventions.
The handout file for this
seminar can be downloaded
at:
www.firesprinkler.org/convention
5
ADVISORY INFORMATION
• All NFPA 13 references are to the
2013 edition
• All ASCE7 references are to the 2010
edition
•  Important Notice: This presentation is in no manner to be
regarded as a Formal Interpretation issued pursuant to NFPA
Regulations. Any opinion expressed by the presenter is the
personal opinion of the author, and does not necessarily
represent the official position of the NFPA or its Technical
Committees. In addition, this correspondence is neither
intended, nor should be relied upon, to provide professional
consultation or services.
6
Do we need seismic protection?
These two documents give us the answer – and
oddly enough, they agree with each other!
2 9/22/14 Seismic Activity Zones - USGS
7
Source: USGS.gov
8
Do we need seismic protection?
•  If building is Seismic Design Category A-B:
• No seismic requirements in ASCE7, section
13.1.4 (4)
•  If building is Seismic Design Category C, D or E:
• Seismic bracing of A.S. systems per NFPA-13 is
requirement, per ASCE7 sections 13.1.3(1),
13.1.4(5) and 13.6.8.2
•  If building is Seismic Design Category F:
• See structural engineer for requirements
9
What is the SS value?
What is the SS?
Per ASCE7-10, it is the 5% damped,
mapped spectral response
acceleration parameter, at short
periods (0.2 seconds), (MCER)
Unique for every
latitude and longitude!
3 9/22/14 Why do I care about the SS value?
10
Seismic brace calculations in NFPA 13
systems cannot be completed without
the SS:
• WP is multiplied by 1.15
• SS value is converted to CP value
• CP is multiplied by WP
• Result is FPW!
How do I find the SS value for my building?
11
•  Should be provided by Structural
Engineer
•  Verification can be obtained from
USGS Ground Motion Calculator
•  Using latitude and longitude, or
•  Using Zip code
12
SS converts to CP…..
NFPA-13, 2013, Table 9.3.5.9.3
SS
CP
SS
CP
0.33
0.40
0.50
0.60
0.70
0.75
0.80
0.90
0.95
1.00
1.10
1.20
1.25
1.30
1.40
1.50
0.35
0.38
0.40
0.42
0.42
0.42
0.44
0.48
0.50
0.51
0.54
0.57
0.58
0.61
0.65
0.70
1.60
1.70
1.75
1.80
1.90
2.00
2.10
2.20
2.30
2.40
2.50
2.60
2.70
2.80
2.90
3.00
0.75
0.79
0.82
0.84
0.89
0.93
0.98
1.03
1.07
1.12
1.17
1.21
1.26
1.31
1.35
1.43
Compare SS value
for the building to
the chart value for
CP in Table 9.3.5.9.3
of the 2013 edition of
NFPA 13.
Use value of next
higher CP or direct
interpolation.
4 9/22/14 13
SS converts to CP…..
9.3.5.9.5* Where data for
determining CP are not
available, the horizontal seismic
force acting on the braces shall
be determined as specified in
9.3.5.9.3 with CP = 0.5.
SS converts to CP…..
14
NFPA-13, 2013, Table 9.3.5.9.3
SS
CP
SS
CP
0.33
0.40
0.50
0.60
0.70
0.75
0.80
0.90
0.95
1.00
1.10
1.20
1.25
1.30
1.40
1.50
0.35
0.38
0.40
0.42
0.42
0.42
0.44
0.48
0.50
0.51
0.54
0.57
0.58
0.61
0.65
0.70
1.60
1.70
1.75
1.80
1.90
2.00
2.10
2.20
2.30
2.40
2.50
2.60
2.70
2.80
2.90
3.00
0.75
0.79
0.82
0.84
0.89
0.93
0.98
1.03
1.07
1.12
1.17
1.21
1.26
1.31
1.35
1.43
SS for Building=
Per USGS Calculator
1.036
SS Based on
Latitude and
Longitude of
Building/Site
15
SS converts to CP…..
NFPA-13, 2013, Table 9.3.5.9.3
SS
CP
SS
CP
0.33
0.40
0.50
0.60
0.70
0.75
0.80
0.90
0.95
1.00
1.10
1.20
1.25
1.30
1.40
1.50
0.35
0.38
0.40
0.42
0.42
0.42
0.44
0.48
0.50
0.51
0.54
0.57
0.58
0.61
0.65
0.70
1.60
1.70
1.75
1.80
1.90
2.00
2.10
2.20
2.30
2.40
2.50
2.60
2.70
2.80
2.90
3.00
0.75
0.79
0.82
0.84
0.89
0.93
0.98
1.03
1.07
1.12
1.17
1.21
1.26
1.31
1.35
1.43
CP for Building=
1.036 Calculated
CP =
0.54
Next Highest CP Method
5 9/22/14 Northridge, CA – 4 Story Parking Structure
January 17, 1994
16
Photo taken at
CalState-Northridge
6.7 magnitude
20 second
duration
60 dead
8,700 injured
(1,600
hospitalized)
Northridge, 1994 – 4 Story Parking Structure
17
Seismic Testing – March 2012
18
6 9/22/14 Seismic Testing – March 2012
19
Seismic Testing – March 2012
20
Seismic Testing – March 2012
21
7 9/22/14 Seismic Testing – March 2012
22
After seismic
testing
completed, and
before actual fire
testing was begun
– Elevator doors
were observed as
having been
“STUCK” with up
to an 11” gap
between them.
Seismic Testing – March 2012
23
Seismic Testing – March 2012
24
8 9/22/14 Seismic Protection
25
Seismic protection for automatic sprinkler systems
as required by NFPA 13 is made up of 6 distinct
parts:
Flexible
Couplings
9.3.2
Separation
Assembly
9.3.3
Clearance
9.3.4
NFPA 13 Seismic Protection Requirements
9.3.5
Bracing
Lat/Long
9.3.6
Restraint
9.3.7
Hangers &
Fasteners
Seismic Bracing for Sprinkler
Systems
26
NFPA 13, Section 9.3.5
• Piping braced to resist both lateral and
longitudinal horizontal seismic loads and to
prevent vertical motion resulting from
seismic loads.
• Lateral required on mains, and on branch
lines 2½” and larger, longitudinal only on
mains.
Lateral Earthquake Brace
27
9 9/22/14 Longitudinal Earthquake Brace
28
29
Seismic Bracing for Sprinkler
Systems
NFPA 13, Section 9.3.5
• Structural components to which bracing is
attached shall be determined to be
capable of carrying the added applied
seismic loads
• Sway braces shall be designed to withstand
forces in tension and compression, unless
listed and approved tension only
components are used.
Seismic Bracing for Sprinkler
Systems
30
NFPA 13, Section 9.3.5
10 9/22/14 Seismic Bracing for Sprinkler
Systems
31
NFPA 13, Section 9.3.5:
¡ Lateral brace loads include mains & branch lines in
zone of influence
¡ Except for branch lines longitudinally braced
¡ For longitudinal braces, the load shall include all
mains within the zone of influence of the brace.
¡ For the brace member, the slenderness ratio (l/r) shall
not exceed 300 where L is the length of the brace
and R is the least radius of gyration. [See Tables
9.3.5.11.8(a), (b), (c)]
Lateral Earthquake Brace
32
•  Lateral brace spacing required on all
feed and cross mains regardless of
size
•  Lateral bracing required on all branch
lines and other piping if larger than 2”
in diameter
Lateral Earthquake Brace
33
• 2½” or larger branch line starter pieces which do not
exceed 12’-0” in length do not require bracing
• Last length of pipe must be provided with a lateral
brace, not more than 6’ from end of main
• Lateral bracing must not be spaced more than
40’ on center
• Lateral brace may act as longitudinal if within 24”
of center line of pipe to be braced longitudinally.
11 9/22/14 Lateral Earthquake Brace
34
Lateral Earthquake Brace
35
Lateral Earthquake Brace
36
12 9/22/14 Lateral Earthquake Brace
37
Lateral Earthquake Brace
38
• Pipes individually supported by
rods less than 6 in. long do not
require LATERAL bracing
• Longitudinal bracing is still
required
Lateral Earthquake Brace
Allowable Omission
39
Do not measure
to here
13 9/22/14 Lateral Earthquake Brace
40
Configuration
A = 30º-44º
B = 45º-59º
C = ≥ 60º
Lateral Earthquake Brace
41
Configuration
D = 30º-44º
E = 45º-59º
F = ≥ 60º
Lateral Earthquake Brace
42
Configuration
G = 30º-44º
H = 45º-59º
I = ≥ 60º
14 9/22/14 Lateral Earthquake Brace
43
Tension Only Brace
Lateral Earthquake Brace
44
Lateral bracing must be
spaced per the
limitations of Tables
9.3.5.5.2(a) through (e)
(or pipe manufacturer’s tables)
Lateral Earthquake Brace
45
Refer to Tables 9.3.5.5.2 (a)-(e)
15 9/22/14 Lateral Earthquake Brace
46
Dyna-Flow®
MAXIMUM LOAD ‘Fpw’ IN ZONE OF INFLUENCE (Lb) FOR Dyna-Flow Pipe, Fy=30 ksi
Pipe Dia.
Lateral Sway Brace Spacing
20
25
30
35
40
1
64
51
42
36
30
1 1/4
103
83
68
58
49
1 1/2
187
150
123
105
88
2
298
238
195
167
140
2 1/2
441
353
289
248
208
3
712
570
467
400
335
4
1206
965
790
567
567
Longitudinal
Earthquake Brace
47
•  Longitudinal sway bracing spaced at a maximum
of 80’-0” on center shall be provided for feed and
cross mains. [9.3.5.6.1]
•  The distance between the last brace and the end
of the pipe shall not exceed 40’ [9.3.5.6.3]
•  Longitudinal braces shall be allowed to act as
lateral braces if they are within 24” of the centerline
of the piping braced laterally.
Longitudinal Earthquake Brace
48
16 9/22/14 Longitudinal Earthquake Brace
49
Longitudinal Earthquake Brace
50
Longitudinal Earthquake Brace
51
Configuration
A = 30º-44º
B = 45º-59º
C = ≥ 60º
17 9/22/14 Longitudinal Earthquake Brace
52
Configuration
D = 30º-44º
E = 45º-59º
F = ≥ 60º
Longitudinal Earthquake Brace
53
Configuration
G = 30º-44º
H = 45º-59º
I = ≥ 60º
Longitudinal Earthquake Brace
54
Tension Only Brace
18 9/22/14 Offset Pipe Rule
55
9.3.5.7.2* Pipe runs less
than 12’-0” in length shall
be permitted to be
supported by the braces
on adjacent runs of pipe.
Offset Pipe Rule
Offset Pipe Rule
56
57
19 9/22/14 Continuous Looped Main
Fig A.9.3.5.9(d)
4-Way Riser Brace
Fig A.9.3.2(a)
Seismic Bracing Exercise:
58
59
60
Calculate the Lateral Brace Load:
• 4” DynaFlow Main Piping
• Braces 40’-0” apart
• 1¼” DynaFlow Branch Lines
• 4 each × 40’-0” long
• Building CP = 0.54
20 9/22/14 Seismic Bracing Exercise:
Seismic Bracing Exercise:
61
62
•  What is the weight per foot of water
10.86 lbs
filled 4” DynaFlow?
•  What is the weight per foot of water
filled 1¼” DynaFlow? 1.87 lbs
Main
40’ × 10.86 lbs = 434.3 lbs
Branches
40’ × 4 × 1.87 lbs = 299.2 lbs
Seismic Bracing Exercise:
63
§  Weight of water filled pipe (WP)
§ 299.2 lbs (branches)
§ 434.2 lbs (main)
§ 733.6 lbs
§ Multiply by 1.15 for fittings/valves, etc:
§ 733.6 × 1.15 = 843.64 lbs
§ Multiply by CP:
§ 843.64 × 0.54 = 455.56 lbs
FPW = 455.56 lbs
21 9/22/14 Seismic Bracing Exercise:
Five Evaluations
Seismic Bracing Exercise:
Five Evaluations
64
65
Evaluate the structural
framing the brace to
which the brace is
attached, verify it can
withstand the FPW.
FPW = 455.56 lbs
Seismic Bracing Exercise:
Five Evaluations
66
Evaluate the fastener
used to attach the
brace to the framing,
verify it can withstand
the FPW.
FPW = 455.56 lbs
22 9/22/14 Seismic Bracing Exercise:
67
Refer to Figure 9.3.5.12.1:
1.  Assume use of through bolt for attachment to
wood beam, what minimum size and length
are applicable for lateral brace?
2.  Assume use of through bolt for attachment to
wood beam, what minimum size and length
are applicable for longitudinal brace?
Seismic Bracing Exercise:
68
Single fastener to 4×12 beam acceptable for lateral brace!
Only acceptable angle is at least 60º from vertical!
Seismic Bracing Exercise:
69
9.3.5.12.7.1* Concrete anchors shall be prequalified
for seismic applications in accordance with ACI
355.2, Qualification of Post-Installed Mechanical
Anchors in Concrete and Commentary, and
installed in accordance with the manufacturer’s
instructions.
23 9/22/14 Seismic Bracing Exercise:
Five Evaluations
70
Evaluate the brace
hardware used in the
assembly. Verify that it
can withstand the FPW
(adjusted for brace
angle).
FPW = 455.56 lbs
Seismic Bracing Exercise:
Five Evaluations
71
Evaluate the brace
hardware used in the
assembly. Verify that it
can withstand the FPW
(adjusted for brace
angle).
FPW = 455.56 lbs
Seismic Bracing Exercise:
Five Evaluations
72
Load Adjustment for Brace Components
NFPA 13, Table 9.3.5.2.3
Check with
Manufacturer’s
Most Current
Listing Sheets
Brace Angle from Vertical
Allowable Horizontal Load
30 – 44 Degrees
Listed load divided by 2.000
45 – 59 Degrees
Listed load divided by 1.414
60-89 Degrees
Listed load divided by 1.115
90 Degrees
Listed load rating
FPW = 455.56 lbs
24 9/22/14 Seismic Bracing Exercise:
Five Evaluations
73
Evaluate the brace
member used in the
assembly. Verify that it
can withstand the FPW
[See NFPA 13 Tables
9.3.5.11.8 (a)-(c)].
FPW = 455.56 lbs
Seismic Bracing Exercise:
74
Refer to Tables 9.3.5.11.8(a) through (c):
If L/R is 300, and length of the
brace does not exceed 10’-6”,
what is the maximum load if the
Angle is > 45°?
Using 1” Schedule 40 Pipe
Maximum FPW = 582 lbs
Seismic Bracing Exercise:
Five Evaluations
75
Evaluate the main
being braced to verify
it can withstand the FPW
[compare to Tables
9.3.5.5.2(a) through (e)
or manufacturer’s data]
FPW = 455.56 lbs
25 9/22/14 Lateral Earthquake Brace
76
Lateral bracing must be spaced per the
limitations of Tables 9.3.5.5.2(a) through (e)
Refer to Tables 9.3.5.5.2 (a)-(e)
Lateral Earthquake Brace
77
Dyna-Flow®
MAXIMUM LOAD ‘Fpw’ IN ZONE OF INFLUENCE (Lb) FOR Dyna-Flow Pipe, Fy=30 ksi
Lateral Sway Brace Spacing
Pipe Dia.
20
25
30
35
40
1
1 1/4
64
103
51
83
42
68
36
58
30
49
1 1/2
187
150
123
105
88
2
2 1/2
3
4
298
441
712
1206
238
353
570
965
195
289
467
790
167
248
400
567
140
208
335
567
Branch Line Restraint (9.3.6)
78
• Required for all branch lines in seismic
areas
• Lesser degree of resisting motion
• Vertical
• Lateral
• Vertical required on end hanger
• Lateral required at intervals per table
9.3.6.4(a)
• Based on CP for building
26 9/22/14 79
Branch Line Restraint (9.3.6)
• Can be provided by:
• Listed sway brace assembly
• Wraparound U-hook (per 9.3.5.5.11
• No. 12 Wire > 45° from vertical,
anchored on both sides of pipe
• CPVC hangers, two points of
attachment
• Hangers > 45° from vertical, within 6” of
vertical hanger resisting upward
movement
80
Branch Line Restraint (9.3.6)
81
Courtesy of Tolco
Branch Line Restraint (9.3.6)
Root Diameters for Rod - Max Length for L/R ≤ 400
Nominal All Thread Max 400
3/8"
0.299
29.854
1/2"
0.405
40.528
5/8"
0.513
51.338
3/4"
0.627
62.724
7/8"
0.739
73.907
End Thrd
0.374
0.500
0.625
0.750
0.875
Max 400
37.424
49.955
62.521
75.018
87.477
L/R for Restraint
Rods must be < 400
27 9/22/14 Protection from Earthquake Damage
Lateral Restraint of Branch Lines
82
See Table 9.3.6.4(a):
• Building CP = 0.54
• Branch Line Size = 1¼”
• Maximum Lateral Restraint
spacing:
39’-0”
Branch Line Restraint (9.3.6)
83
Installing a “surge clip” from the manufacturer
on a vertical hanger does not provide lateral restraint,
unless the hanger is rotated at least 45° from the
vertical
Branch Line Restraint (9.3.6)
84
9.3.6.5 Where the branch lines are
supported by rods less than 6” long
measured between the top of the
pipe and the point of attachment to
the building structure, the
requirements of 9.3.6.1 through
9.3.6.4 shall not apply and additional
restraint shall not be required for the
branch lines.
28 9/22/14 Branch Line Vertical & Lateral
Restraint Allowable Omission
85
Do not measure
to here
86
Branch Line Restraint (9.3.6)
§  If sprig length > 48”, lateral
restraint required (9.3.6.6)
§  Drops and armovers do not
require restraint (9.3.6.7 &
3.5.3)
For More
Information:
u 
u 
u 
u 
87
AFSA eCampus courses on
seismic design
AFSA Informal Interpretations
NFPA Technical Representatives
Equipment manufacturers &
AHJs:
Ø  Afcon ZOI program
Ø  TOLCO Tol-Brace Program
Ø  Loos & Company, Manual of
Compliance
Ø  FM Global Data Sheet 2-8
Ø  Erico Seismic Brace Program
29 9/22/14 AFSA eCampus Courses
88
AFSA eCampus Courses
89
AFSA eCampus Courses
90
30 9/22/14 AFSA eCampus Courses
91
AFSA eCampus Courses
92
93
CONCLUSION
¡  Questions & Answers
¡  Handout: www.firesprinkler.org/convention
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Sign-In sheet and completed a course evaluation (paper or
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leaving.
Monday’s Presentation
Seminar ID# 00461
Tuesday’s Presentation
Seminar ID# 00485
31

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