Mason Industries Seismic Guide PDF
Mason Industries Seismic Guide PDF
Mason Industries Seismic Guide PDF
INDUSTRIES, INC
manufacturers of noise and vibration control products
and seismic restraint systems
SEISMIC
RESTRAINT
GUIDELINES St Lawerence
River
1663
1870
Cape Ann
1755
New York
1884
Anna
1937
Charleston
1867 Sharpsburg Giles Co
1980 1897
New Madrid
1811-1812
Memphis Charleston
1843 1838
Major
Earthquakes
City
Year
Subject: Mason Seismic Restraint Guidelines for Suspended Piping, Ductwork And Electrical Systems
OPA-0349
Dear Mr Lloyd:
Mason Industries’ Seismic Restraint Guidelines (OPA-0349) remains an acceptable reference for
California Hospital Projects. Should you wish to confirm this information, please contact the writer by
phone at: 916-440-8470 or via e-mail at: tpike@oshpd.ca.gov.
Sincerely,
Anthony R. Pike
Senior Structural Engineer
cc: File
_______ _______
Memorandum State of California
Until further notice, existing OSHPD anchorage pre-approvals (OPA) may be used
on projects subject to the 2007 California Building Code (CBC) without modification.
All aspects of the design and installation of the pre-approved component or system,
including computation of the lateral forces, shall be in accordance with the approved
OPA.
MASON INDUSTRIES
SEISMIC RESTRAINT GUIDELINES
For SUSPENDED PIPING,
DUCTWORK, ELECTRICAL SYSTEMS and
FLOOR & ROOF MOUNTED EQUIPMENT
Page
These guidelines provide general seismic restraint requirements and details for suspended piping,
ductwork and electrical systems. Prior to installation, the support and seismic restraint locations
shall be verified by the engineer responsible for the design of the structure. Any deviation from the
information presented shall be resolved in accordance with standard engineering practice and be
approved by the enforcement agency.
These guidelines may be used for any seismic horizontal acceleration input up to 2.0g. However,
component sizes are based on Allowable Stress Design (ASD). Building Codes (i.e. 1997 UBC, 2000
IBC, etc.) are changing to Strength Design based acceleration inputs. To use these guidelines for
Strength Design acceleration inputs, divide the seismic horizontal acceleration by the appropriate
factor stated in the applicable code to reduce it to an ASD based input. For example, if design is
based on the 1997 Uniform Building Code, divide the seismic horizontal acceleration input Fp, as
determined in Section 1632, by 1.4 and use the resulting acceleration in these guidelines. (e.g. If Fp =
2.1g based on 1997 UBC, use Fp = 2.1g/1.4 = 1.5g in these guidelines.)
Recommended Specification:
All suspended piping, ductwork, conduit and cable trays* shall be provided with seismic sway
braces in accordance with the Mason Industries Seismic Restraint Guidelines for Suspended Piping,
Ductwork and Electrical Systems and the applicable codes**. Seismic sway braces shall consist of
galvanized steel aircraft cables or steel angles/channels. Steel aircraft cables shall be prestretched to
establish a certified minimum modulus of elasticity. Cables braces shall be designed to resist seismic
tension loads and steel braces shall be designed to resist both tension and compression loads with
a minimum safety factor of 2. Brace end connections shall be steel assemblies that swivel to the final
installation angle. Do not mix cable and steel braces to brace the same system. Steel angles or strut
channels, when required, shall be clamped to the threaded hanger rods at the seismic sway brace
locations utilizing a minimum of two ductile iron clamps. The bracing system shall have an Anchorage
Preapproval “OPA” Number from OSHPD in the State of California verifying its capability to resist
seismic forces. Cable brace assemblies shall be Type SCB, steel brace assemblies shall be Type
SSB, rod clamps shall be either Type SRC or UC, pipe clevis braces shall be Type CCB and multiple
anchor load distribution brackets shall be Type SLDB all as manufactured by Mason Industries, Inc.
2 Dhiru Mali
Structural Engineer
California SE No. 2811
Bill Staehlin (916) 654-3362
Click on Mason Logo
for Table of Contents TABLE OF CONTENTS
Page(s)
General Notes 4 to 16
Design Procedure for Individually Supported Systems 17 to 20
Design Procedure for Trapeze Supported Systems 21 to 25
Layout of Seismic Bracing 26 to 29
“12 Inch Rule” For Pipes, Conduits or Cable Trays 30
“12 Inch Rule” For Ductwork 31
Hilti Kwik Bolt Anchors 32 to 33
SSRF Bracket Selection Guide 34
SSB Bracket Selection 35
Seismic Restraint Guidelines for Individually Supported Systems A1 to A4
Vertical Rod Stiffener Guidelines for Individually Supported Systems B1
Minimum Size of SCBH, SCB and SSB B2
Seismic Restraint Details for Individually Supported Pipe/Conduit C1 to C13
Seismic Restraint Guidelines for Individual/Trapeze Supported Systems D1 to D4
Vertical Rod Stiffener Guidelines for Individual/Trapeze Supported Systems E1 to E2
Trapeze Support Member Guidelines E3
Upper Support Member Guidelines for Suspended Rectangular/Oval Ductwork E4
Seismic Restraint Details for Trapeze Supported Pipe/Conduit F1 to F9
Seismic Restraint Details for Trapeze Supported Rectangular/Oval Ductwork F10 to F18
Seismic Restraint Details for Round Ductwork F19 to F27
Seismic Restraint Details for Trapeze Supported Cable Trays F28 to F39
Vertical Rod Stiffener Details G1 to G2
Seismic Cable Brace (SCB) or Seismic Solid Brace (SSB) Attachment Details H1 to H13
Required Clearance Details for SCBH/SSB Attachment to Duct H14
Hardware Tightening Requirements H15
Support Rod Guidelines for Seismic Solid Brace (SSB) Locations K1 to K4
Support Rod Attachment Details L1 to L6
Pipe and Conduit Weights M1 to M3
Duct Weights N1 to N10
Pipe Risers R1
Components X1 to X11
Floor and Roof Mounted Equipment FM1 to FM58
Page
1. These guidelines are designed to meet the requirements of the California Code of Regulations
(CCR), Chapter 16 for essential facilities, the 1997 Uniform Building Code (Refer to Page 15),
the 1996 Building Officials Code Administration, the 1997 Southern Building Code Congress
International and any other horizontal acceleration input. They address seismic sway bracing for
suspended pipe, duct or electrical systems and vertical risers for up to a five-story building. Riser
supports must be engineered individually for six story and higher buildings.
2. For California hospitals submitted prior to November 1, 2002 and designed in accordance with
the 1998 CCR, all restraints and their anchorages must be capable of restraining horizontal
accelerations as follows. For nonstructural components:
Note: The Engineer of Record shall determine the horizontal acceleration for non-
California hospital projects when using these guidelines.
3. A complete description on how to use these guidelines is provided on pages 17 to 29. It includes
specific examples for both using the enclosed details/ charts and layout of bracing for individual
and trapeze supported systems.
1. These guidelines list installations, which may be exempt from bracing. However, the engineer of
record shall be responsible for determining whether to allow the exceptions.
2. Each straight pipe, duct or electrical run with two or more supports requires a minimum of two
transverse braces (perpendicular to the run). (Option: A longitudinal brace on the opposite side of
an elbow or tee may act as a transverse brace. Refer to the layout examples detailed on pages 26
to 29.)
3. Each straight pipe, duct or electrical run requires a minimum of one longitudinal brace (parallel to
the run). (Option: A transverse brace on the opposite side of an elbow or tee can sometimes act
as a longitudinal brace. Refer to the layout examples detailed on pages 26 to 29.)
4 Dhiru Mali
Structural Engineer
California SE No. 2811
Bill Staehlin (916) 654-3362
GENERAL NOTES (continued)
4. Transverse and longitudinal brace shall be installed up to 45 degrees or 1(Vert.): 1(Horiz.) brace
angle ratio from horizontal. Brace spacing or maximum weight per foot (meter) can be reduced to
allow up to 1.5:1 or 2:1 brace angle ratios. Consult Mason Industries for braces installed at an angle
higher than a 2:1 ratio.
5. Seismic bracing may consist of solid bracing designed to accept loads in tension and compression
or cable bracing designed to accept tension loads only. Each brace method requires a vertical
hanger at or within 4" (102 mm) of their attachment to the mechanical or electrical system. The
vertical hanger may or may not require stiffening or additional anchorage to the structure (Refer to
Notes on Supports).
6. Do not mix solid bracing with cable bracing in the same direction on any run of a mechanical or
electrical system.
7. Do not brace a system to two different parts of a building, which may act differently in response to
an earthquake. For example, avoid connecting a transverse brace to a wall and a longitudinal brace
to a floor or roof at the same brace location.
8. Systems with significant thermal motion shall be designed on a case by case basis by a
professional engineer familiar with both seismic loading and thermal expansion.
9. Seismic brace requirements for individually supported and trapeze supported systems including
maximum transverse and longitudinal spacing; aircraft cable and solid brace member size; and
attachment to the building structure are tabulated in Section A and D, respectively.
10. Seismic brace requirements for a trapeze supported system in Section D are based on the
maximum total weight per foot (meter). In addition, the maximum total weight per foot (meter) in
Section D can be used to determine seismic brace requirements for individually supported systems.
Note: If the load on the trapeze is not equally distributed to each support rod, the maximum total
weight per foot (meter) used to determine longitudinal brace requirements must be equal to 2 times
the maximum loaded rod.
11. All components supported by a trapeze member must be clamped or bolted down to the trapeze.
Pipes set in rollers or other thermal expansion supports only require clamping at seismic brace
locations designed to prevent uplift but allow for thermal motion. Friction connections must have
approved or tested values, such as strut nuts and bolts torqued to manufacturer’s requirements.
12. Multiple or stacked trapezes that share support rods must be braced independently from one
another. Each section of threaded rod between trapezes and/or the building structure is subject to
vertical stiffening requirements of pages E1 or E2 (Refer to Notes on Supports).
Page
13. Vertical drops from suspended systems to equipment (or flexible connectors where applicable) may
be braced using the transverse and longitudinal braces in this manual. Note: Do not exceed 1/2
of the maximum brace spacing as measured from the seismic brace to the equipment of flexible
connector when bracing vertical drops. (Refer to Layout of the Seismic Braces, page 29)
14. Any system which crosses a building separation or seismic joint must be designed accommodate
2 times the joint width displacements or as specified by the engineer of record for approval by the
enforcement agency.
Notes on Supports:
1. Where the seismic brace system incorporates the use of a threaded vertical hanger and designed
to carry gravity loads only, additional anchorage and/or stiffening may be required as detailed.
General support of pipe, duct and electrical systems to carry gravity loads shall be determined by
the engineer of record and/or mechanical, plumbing or electrical code requirements. The use of
“C-Clamps” designed to attach threaded rod to one side of a steel beam flange shall not be used
unless they are provided with a restraining strap or hook to the opposite beam flange. Pipe clevis
shall be provided with pipe insulation protection shields o protect the insulation as per MSS-SP-69.
When insulation is removed to facilitate the installation of pipe clamps or other hardware, the
mechanical engineer shall provide details for the re-insulation of the pipe.
2. Support rod capacity and its anchorage to the structure is an important part of a solid bracing
system. Solid braces shall not be attached to existing systems or support rods designed for gravity
loads unless they are checked for increased tension loads. Section K of these guidelines tabulates
the seismic tension load applied to the support rod at solid brace locations.
3. Threaded vertical hanger rods where seismic sway bracing is attached may require stiffening. A
vertical rod stiffener can be done two ways. One way is with a steel angle cut to the appropriate
length attached to the threaded rod with a minimum of two Seismic Rod Clamps (Mason type
SRC). The second way is with strut channel cut to the appropriate length and attached to the
threaded rod with a minimum of two Strut Channels (Mason type UC). Maximum spacing will be as
tabulated on pages B1, E1, E2, X5 and X5A. Installation of the threaded vertical hanger rod, with or
without a stiffener, must conform to the details on pages G1 and G2 including maximum distance
to the clamp from each end. Vibration isolation hangers (neoprene, spring, or combination of the
two) must be installed within 3/8" (10 mm) of the structure with a vertical limit stop 1/4" (6 mm) from
the underside of the hanger housing. Page B1 tabulates the maximum unbraced rod length (the
maximum length of the rod allowed without a stiffener) and the maximum braced rod length (the
maximum length of the rod allowed with a stiffener) for up to 24" (610 mm) diameter pipe (or the
tabulated maximum weight per foot (meter) of an individually supported system). Pages E1 and E2
tabulate the same information for trapeze supported systems. Page E1 is based on SCB/SSB size
and rod diameter, and page E2 is based on maximum total weight.
6 Dhiru Mali
Structural Engineer
California SE No. 2811
Bill Staehlin (916) 654-3362
GENERAL NOTES (continued)
4. Vibration isolation hangers at seismic sway brace locations must be installed with the top of the
hanger housing flush with the structural support surface. In the case of combination spring and
neoprene hangers (Mason type PC30N), a space of up to 3/8" (10 mm) between the top of the
hanger housing and the structure due to the deflection of the neoprene element is acceptable, as
detailed throughout these guidelines.
5. Trapeze supports shall consist of steel angles, back to back channels, or 12 gauge (2.7 mm) single
or double channel strut. Determine trapeze size based on load and spacing between vertical
supports on page E3. Threaded rods shall attach to the trapeze with nuts and washers on both the
top and bottom.
1. Cables shall be prestretched galvanized 7x19 strand core aircraft cable with no limit to their
installed length. Note: Horizontal accelerations defined in general note 2 or by applicable code
must be multiplied by 2 if non-prestretched cable is used.
2. Cables shall be installed such that the only visible slack is that due to cable sag. Cables shall not
support gravity loads.
3. Cables shall be attached to both the mechanical/electrical system and the structure using the
seismic cable brace components (Mason Type SCB (H,V). Refer to pages X1, X2 and X3).
4. The SCB cable bolts shall be installed per the torque requirements tabulated on pages X1, X2 and
X3.
5. The SCBH component can be used for attachment directly to the threaded vertical hanger rod
used for supporting system gravity loads as detailed in Sections C and F.
6. The SCBV component can be used for attachment to steel beams in lieu of bolting or welding as
detailed on page H12. Note: Installation of the SCBV must be perpendicular to the steel beam.
1. Solid bracing members shall be steel angle or 12 gauge (2.7 mm) channel strut. The charts in
sections A and D tabulate the minimum solid brace size based on a maximum solid brace length of
9'-6" (2.9 m). The chart on page X4 allows for a different solid brace member size if the maximum
installed length is 5'-0" (1.5 m) or 14'-6" (4.4 m).
Page
2. Solid brace members shall be attached to both the mechanical/electrical system and the
structure using the seismic solid brace components (Mason Type SSB (U) or SSBS. Refer to
pages X4 and X11).
3. As stated in “Notes on Supports”, the support rod attachment at seismic solid brace locations
must be designed to accept the seismic tension load tabulated in Section K in addition to the
gravity load.
1. Attachment to the building structure is the determining factor in the design of seismic sway
bracing. Lightweight structures may limit the maximum spacing between seismic braces.
The engineer of record shall determine the maximum allowable seismic loads for the building
structure.
3. Expansion anchors shall be ITW Ramset/Trubolt Wedge Anchors for 3000 psi (20680 kPa) stone
aggregate concrete slabs and 3000 psi (20680 kPa) stone aggregate or lightweight concrete filled
decks installed in accordance with ICBO Report ER-1372/1997, Tables 7, 8, 9 and 14. When
expansion anchors are used, 50 percent of alternate bolts in a group shall be tension tested or
torque tested to the test values tabulated on page X8. Testing shall be done in the presence
of the project inspector and a report of the test results shall be submitted to the enforcement
agency. If any anchors fail, the enforcement agency shall determine the additional testing
requirements. Note: This is not a standard UBC, BOCA or SBCCI requirement and may not be
required for commercial buildings.
4. All welded connections shall be minimum 70xx electrode welds. Note: This is not a standard
UBC, BOCA or SBCCI requirement and may not be required for commercial buildings. Charts
support the use of 60xx electrode welds on Non-OSHPD/DSA projects.
8 Dhiru Mali
Structural Engineer
California SE No. 2811
Bill Staehlin (916) 654-3362
GENERAL NOTES (continued)
5. Metal decks shall be minimum 20 gauge (0.9mm) with a maximum 3" (76 mm) flute and minimum
6" (152mm) total thickness from bottom of flute to top of concrete fill. Concrete fill shall be
minimum 3000 psi (20680 kPa) lightweight concrete. Note: Metal decks with minimum 3000 psi
(20680 kPa) stone aggregate concrete fill may use the lightweight concrete deck charts.
6. Concrete attachments are based on specified anchor bolts or inserts. Substitution of alternate
anchors must be approved by Mason Industries (and the enforcement agency where applicable)
on a job by job basis.
7. For structures with concrete waffle slabs use the stone aggregate concrete slab charts while
following the minimum edge distance requirements of the expansion anchors and/or inserts.
Seismic Cable Brace, Mason Type SCB, Seismic Solid Brace, Mason Type SSB, and Seismic
Solid Brace Strut Anchor Mason Type SSB components may be attached to the side of the
vertical potion of the waffle as long as the brace angle ratio of the SCB or SSB relative to the
surface of the concrete does not exceed 2:1.
8. When installing drilled-in anchors in existing non-prestressed reinforced concrete, use care
and caution to avoid cutting or damaging reinforcing bars. When installing them in existing
prestressed concrete, locate the prestressed tendons by using a non-destructive method and
avoid cutting or damaging the tendons during installation.
9. Seismic Load Distribution Brackets shall be installed where (2) or (4) bolts are required for
attachment to a concrete slab or deck. (Mason Type SLDB. Refer to pages X9 and X10).
10. Lag screws shall be installed into a wood structure with regard to minimum edge and end
distances tabulated on Page H13. Wood must have a minimum specific gravity of 0.35, which
includes Douglas Fir, Pine and Redwood. The Structural Engineer of Record shall verify wood
specific gravity, connection detail and capability of structure to resist seismic loads indicated on
page H13.
A. All fuel oil, gas, medical gas, compressed air, vacuum and other potentially hazardous
piping systems unless specifically excepted by the engineer of record.
B. All piping 11/4" (32 mm) nominal diameter and larger located in boiler, mechanical
equipment and refrigeration mechanical rooms.
C. All other piping 21/2" (64 mm) nominal diameter and larger.
Page
All piping suspended by individual hanger rods 12" (305 mm) or less as measured from the top
of the pipe to the bottom of the support where the hanger is attached. If the 12" (305mm) limit
is exceeded by any hanger in the run, seismic bracing is required for the run. Note: A single
support location that meets the requirement of this exception does not constitute a seismic
sway brace location.
The exception also applies for trapeze supported systems if the distance as measured from the
point of attachment to the trapeze to the point of attachment to the structure is less than 12" (305
mm). Note: If directional changes or offsets to equipment connections do not allow for
flexibility of the trapezed system (e.g. long offsets or flexible connectors) then the system
must be braced regardless of pipe diameter or distance to the structure if the combined
weight per foot (meter) of all items is greater than 10 lbs/ft (14.9 kg/m).
Page 30 of these guidelines details the “12 inch Rule” for suspended piping.
In addition, to meet the 1997 Uniform Building Code CBC/2001, all of the following conditions
must also be satisfied:
1. Lateral motion of piping will not cause damaging impact with surrounding systems
(e.g. other pipe, duct, equipment, sprinkler heads etc.) or cause loss of system vertical
support.
2. Piping must be made of ductile material with ductile connections (e.g. welded steel pipe,
brazed copper pipe, etc.)
3. Vertical support connections cannot develop moments (e.g. swivel joints, eye bolts,
vibration isolation hangers, etc.)
2. Steel and copper pipe with welded or brazed connections shall be braced at the spacings shown
in these guidelines. Transverse brace spacing shall not exceed 50 feet (15.2 m) up to 0.25g, 40
feet (12.2 m) up to 1.0g, and 20 feet (6.1 m) up to 2.0g. Maximum longitudinal spacing shall not
exceed 80 feet (24.4 m) up to 1.0g, and 40 feet (12.2 m) up to 2.0g. Steel and copper pipe with
screwed connections brace spacing shall not exceed 1/2 the spacing listed in these guidelines.
All pipe must be considered full of water when determining seismic brace requirements unless
specifically engineered otherwise.
3. Cast iron pipe (no hub pipe) brace spacings shall not exceed 1/2 the spacings listed in note 2
above. In addition, braces shall be installed at each side of a change in direction of 90° or more.
Cast iron pipe shall be considered full of water when determining weight.
4. Piping with grooved pipe assemblies UL listed for Standard 213 shall be braced at spacings not
to exceed those listed in note 2 above. Non-UL listed grooved pipe assemblies brace spacings
shall not exceed 1/2” the spacings listed in note 2 above.
10 Dhiru Mali
Structural Engineer Bill Staehlin (916) 654-3362
California SE No. 2811
GENERAL NOTES (continued)
5. For PVC, PVDF, FRP and other specialty piping, brace spacings shall not exceed 1/2 the spacings
listed in note 2 above. Braces can be selected for the actual pipe weight at these spacings.
6. Gas, fuel oil, vacuum, medical gas and compressed air piping brace spacings shall not exceed
the maximum spacings listed in note 2 above. Piping constructed other than those listed in note
2 must follow the requirements of notes 3, 4 and 5.
7. Transverse restraints for insulated pipe shall be installed on clevis, J-Hanger or roller hanger
supports sized to fit over insulation inserts and on trapeze supports where the insulation insert is
supported by the trapeze and the clamp is sized to fit over the insulation insert.
8. Longitudinal restraints for all pipes shall be attached directly to the pipe using a pipe clamp
hanger or a standard pipe clamp within 4" (102 mm) of a vertical support. Where required,
insulation shall be installed over the pipe clamp so the pipe clamp is in direct contact with the
pipe. The Engineer of Record is responsible for determining and detailing if a special clamp is
required to prevent breaking the vapor barrier for chilled water systems.
9. The pipe weights tabulated in Section A are based on schedule 40 steel pipe for up to 12" (305 mm)
diameter, schedule 30 steel pipe for 14" (356 mm) to 18" (457 mm) diameter and schedule 20 for
20" (508 mm) and 24" (610 mm) diameters. Weights also include water and insulation. Verify the
maximum weight per foot (meter) listed in the column next to pipe size when determining seismic
brace requirements tabulated in Section A. Section M of these guidelines tabulates the weight
per foot (meter) for steel, copper, PVC and cast iron pipe.
A. All ductwork containing hazardous gases or exhaust unless specifically excepted by the
engineer of record.
B. All rectangular and square ducts 6 square feet (0.56 m2) and larger in cross sectional area
and round ducts 28" (711 mm) and larger in diameter.
Exception:
All ducts suspended by hanger straps 12" (305 mm) or less in length as measured from top of
the duct to the point of attachment to the structure. Hangers must be attached within 2" (51 mm)
of the top of the duct with a minimum of two #10 sheet metal screws. If any hanger in the run
exceeds the 12" (305 mm) limit, seismic bracing is required for the run. Note: A single support
location that meets the requirements of this exception does not constitute a seismic sway
brace location.
Page
The exception also applies for trapeze supported systems if the distance as measured from the
point attachment to the trapeze to the point of attachment to the structure is less than 12" (305
mm). Note: If directional changes or offsets to equipment connections do not allow for
flexibility of the trapezed system (e.g. long offsets or flexible connectors) then the sys-
tem must be braced regardless of duct size or distance to the structure if the combined
weight per foot (meter) of all items is greater than 10 lbs/ft (14.9 kg/m).
Page 31 of these guidelines details the “12 Inch Rule” for ductwork.
In addition, to meet the 1997 Uniform Building Code CBC/2001, all of the following conditions
must be satisfied:
1. Lateral motion of ductwork will not cause damaging impact with surrounding systems
(e.g. other ducts, pipes, equipment, sprinkler heads etc.) or cause loss of system vertical
support.
2. Ductwork must be made of ductile material with ductile connections.
3. Vertical support connections cannot develop moments (e.g. swivel joints, eye bolts,
vibration isolation hangers, etc.)
2. Ductwork conforming to SMACNA standards, including but not limited to duct construction and
joint connections, shall be braced at a maximum transverse spacing of 40 feet (12.2 m) up to
0.25g, 30 feet (9.1 m) up to 1.0g, and 20 feet (6.1 m) up to 2.0g. Maximum longitudinal spacing
shall be 80 feet (24.4 m) at 0.25g, 60 feet (18.3 m) up to 1.0g, and 40 feet (12.2 m) up to 2.0g.
4. Rectangular and oval ductwork shall be stiffened at seismic brace locations with a trapeze
support member sized to carry the gravity load of the ductwork; a minimum of (2) threaded vertical
hanger rods and an upper support member over top of the duct. The trapeze and upper support
members must be fastened to the ductwork with #10 sheet metal screws spaced at maximum 12"
(305mm) centers. Refer to Pages E3 and E4 for sizing of the trapeze and upper support members.
5. Multiple ducts may be combined in a single framed and braced based on the combined duct
weight.
6. Wall penetrations may be considered transverse brace locations where duct is tightly blocked
unless smoke dampers are installed in the wall.
12 Dhiru Mali
Structural Engineer Bill Staehlin (916) 654-3362
California SE No. 2811
GENERAL NOTES (continued)
7. Floor penetrations of vertical duct may be considered transverse and longitudinal brace locations
where duct is tightly blocked and the distance from the floor penetration to the inside of the 90
degree turn horizontal is less than 2 duct widths. Floor penetrations may be considered transverse
brace locations where duct is tightly blocked unless smoke dampers are installed in the floor.
8. Devices mounted in-line and rigidly attached to the ductwork at both ends must be braced
independently from the ductwork if the unit weight is 50 lbs (23 kg) or greater or the unit weighs
between 20 lbs (9 kg) and 49 lbs (22 kg) and is separated from the duct with a flexible connector.
Flexible connections between the device and associated pipings should be provided or the unit to is
attached to braced piping and flexible piping connectors are not used.
9. Section N of these guidelines tabulates duct weight per foot (meter) for rectangular and round
ductwork of different sizes and gages.
10. If a 2 piece rod is used to support ductwork, minimum engagement of the rod shall be 1/3 of the
coupling nut length. Rods shall be run up tight in the coupling nut.
B. All cable trays with weights greater than 10 lbs/ft (14.9 kg/m).
Exception:
All conduit or cable trays suspended by individual hanger rods 12" (305 mm) or less as measured
from the to of the conduit or cable tray to the bottom of the support where the hanger is attached.
However, if any hanger in the run exceeds the 12" (305 mm) limit, seismic bracing is required for the
run. Note: A single support location that meets the requirements of this exception does not
constitute a seismic sway brace location.
The exception also applies for trapeze supported systems if the distance as measured from the point
of attachment to the trapeze to the point of attachment to the structure is less than 12" (305 mm).
Note: If directional changes or offsets to equipment connections do not allow for flexibility of
the trapezed system (e.g. long offsets or flexible connectors) then the system must be braced
regardless of conduit size or distance to the structure if the combined weight per foot (meter)
of all items is greater than 10 lbs/ft (14.9 kg/m).
Page 30 of these guidelines details the “12 Inch Rule” for suspended electrical systems.
Page
In addition, to meet the 1997 Uniform Building Code CBC/2001, all of the following conditions
must be satisfied:
1. Lateral motion of electrical system will not cause damaging impact with surrounding
systems (e.g. other electrical systems, ducts, pipes, equipment, etc.) or cause loss of
system vertical support.
2. Electrical system must be made of ductile material with ductile connections.
3. Vertical support connections cannot develop moments (e.g. swivel joints, eye bolts etc.)
2. Conduits and cable trays shall be braced at the spacings shown in these guidelines. Transverse
brace spacing shall not exceed 50 feet (15.2 m) up to 0.25g, 40 feet (12.2 m) up to 1.0g, and 20
feet (6.1 m) up to 2.0g. Maximum longitudinal spacing shall not exceed 80 feet (24.4 m) up to
1.0g, and 40 feet (12.2 m) up to 2.0g.
3. Transverse restraints for conduit or cable trays shall be installed at general support locations.
Connection of the restraint to the support shall be at the support rod connection to the hanger or
cable tray.
4. Longitudinal restraints for conduits shall be attached directly to the conduit using a pipe clamp
hanger or a standard pipe clamp within 4" (102 mm) of a vertical support. Longitudinal restraints
for cable trays shall be at the support rod connection to the cable tray.
5. The charts in Section A or D may be used to determine seismic restraint components and their
anchorage for conduits or cable trays. Section M of these guidelines tabulates the weight per foot
(meter) of steel conduit with maximum conductor fill.
1. Vertical pipe, duct or electrical systems supported at each floor up to a five story building shall
be considered seismically braced if the penetration through each floor is tightly packed. Refer to
Page R1 for support details.
2. Vertical risers in an open shaft must be attached to the supports with connections sized to accept
the horizontal seismic loads. Support spacing shall not exceed 40 feet (12.2 m) up to 0.25g,
30 feet (9.1 m) up to 1.0g and 20 feet (6.1 m) up to 2.0g. Supports and connections must be
engineered on a job by job basis subject to approval by the enforcement agency.
3. Vertical cast iron pipe risers attached with shield and clamp assemblies must be stiffened at the
connection points of any unsupported section of pipe. Refer to Page R1 for stiffening details.
14 Dhiru Mali
Structural Engineer Bill Staehlin (916) 654-3362
California SE No. 2811
GENERAL NOTES (continued)
1997 Uniform Building Code
As defined in the 1997 Uniform Building Code 2001 CBC, Chapter 16, Section 1632/1632A, the
seismic horizontal force, Fp, may be calculated using the following formula:
(
ap Ca Ip hx
)
Fp = ––––––– 1 + 3 ––– Wp
Rp hr
Except that: Fp shall not be less than 0.7 Ca Ip Wp and need not be more than 4 Ca Ip Wp.
Where:
Wp = Operating Weight of Pipe, Duct and/or Electrical System
Ip = Importance Factor
1.5 for Essential Facilities such as Hospitals, Fire or Police Stations, etc., hazardous
facilities and life-safety systems.
1.0 for all other Occupancies. Refer to 1997 UBC Table 16-K.
Ca = Seismic Coefficient derived from the Seismic Zone, Soil Properties and Proximity to Known
Earthquake Faults summarized in 1997 UBC Tables 16-I, 16-Q and 16-S.
hx = Element or Component Attachment Elevation with respect to grade. Hx shall not be taken
less than 0.0.
Example:
Piping is suspended on the 1st floor of a 50 foot (15.2 m) high, 3-story office building. The piping
is actually suspended from the 2nd floor which has an elevation of 15 feet (4.6 m) from grade. The
building is located in Seismic Zone 3 on Soil Type SD which results in a Seismic Coefficient, Ca = 0.36.
ap Ca Ip
Rp ( hx
hr )
(1.0)(0.36)(1.0)
3.0
15
( )
Fp = ––––––– 1 + 3 ––– Wp = –––––––––––––– 1 + 3 ––– Wp = 0.23 Wp = 0.23g
50
Page
As defined in the 2000 International Building Code, Chapter 16, Section 1621, the seismic horizontal
force, Fp , may be calculated using the following formula:
0.4 ap SDS Ip z
(
Fp = ––––––––––– 1 + 2 ––– Wp
Rp h )
Except that Fp shall not be less than 0.3 SDS Ip Wp and need not be more than 1.6 SDS Ip Wp
Where:
Wp = Operating Weight of Pipe, Duct and/or Electrical System
ap = Component Amplification Factor
= 1.0 for Suspended Piping and Ductwork.
= 2.5 for Suspended Bus Ducts, Conduits and Cable Trays.
Rp = Component Response Modification Factor
= 5.0 for Suspended Bus Ducts, Conduits and Cable Trays.
= 3.5 for Suspended High Deformability Piping Systems such as welded steel pipe or
brazed/soldered copper pipe.
= 2.5 for Suspended Ductwork and Limited Deformability Piping Systems such as piping
with screwed fittings.
= 1.5 for installations using concrete anchors with an embedment length-to-diameter
ratio less than 8. (e.g. a 1/2 (13 mm) diameter concrete anchor embedded less than
4" (102 mm)).
= 1.25 for Suspended Low Deformability Piping Systems such as cast iron pipe.
Ip = Importance Factor
= 1.5 for Essential Facilities such as Hospitals, Fire or Police Stations, etc.,
hazardous facilities and life-safety systems.
= 1.0 for all other Occupancies. Refer to 2000 IBC Section 1621.1.6.
SDS = The Design Spectral Response Acceleration at short periods.
= 2/3 SMS
SMS = The Maximum Considered Earthquake Spectral Accelerations for short periods.
= Fa x Ss
Ss = The Mapped Spectral Response Acceleration at Short Periods.
Fa = The Site Coefficient as a function of Site Class (soil conditions) and Mapped Spectral
Accelerations. Refer to 2000 IBC Table 1615.1.2.
z = Element or Component Attachment Elevation with respect to grade. z shall not be
taken less than 0.0 or greater than h.
h = Structure Roof Elevation with respect to grade.
Therefore, Fp = 0.26g
For use in this manual we can convert the result from Design Strength to Allowable Stress Design by
dividing the result by 1.4, Fp = 0.26g / 1.4 = 0.19g
For installations using concrete anchors installed with an embedment length-to-diameter ratio less than
8, also defined as shallow concrete anchors, the component Response Factor, Rp = 1.5, therefore for
the same example.
ap Ca Ip
Rp ( hx
hr )
(1.0)(0.36)(1.0)
1.5
15
( )
Fp = ––––––– 1 + 3 ––– Wp = –––––––––––––– 1 + 3 ––– Wp = 0.46 Wp = 0.46g
50
Comparing this value with the minimum and maximum Fp equations previously calculated gives,
Fp = 0.46g. Again, converting to Allowable Stress Design fo use in this manual, Fp = 0.46g / 1.4 = 0.33g
Consider the same example, if the piping is suspended from the roof,
ap Ca Ip
Rp ( hx
hr )
(1.0)(0.36)(1.0)
3.0
50
( )
Fp = ––––––– 1 + 3 ––– Wp = –––––––––––––– 1 + 3 ––– Wp = 0.48 Wp = 0.48g
50
Compare this value with the minimum and maximum Fp equations previously calculated gives,
Fp = 0.48 / 1.4 = 0.35g
Comparing this value with the minimum and maximum Fp equations previously calculated gives,
Fp = 0.96g / 1.4 = 0.69g
This example can be summarized as follows for use with this manual.
Office Horizontal Fp
Building Acceleration For Shallow Concrete
Level Fp Anchor Installations
1st Floor 0.19g 0.33g
2nd Floor 0.24g 0.48g
3rd Floor 0.35g 0.69g
Page
0.4 ap SDS Ip
Rp
z
h ( 2.5)
(0.4)(1.0)(0.73) 15
Fp = ––––––––––– 1 + 2 ––– Wp = –––––––––––––– 1 + 2 ––– Wp = 0.19g
50 ( )
Fp shall not be taken less than, 0.3 SDS Ip Wp = 0.3(0.73(1.0)Wp = 0.22g
Fp shall not be greater than, 1.6 SDS Ip Wp = 1.6(0.73(1.0)Wp = 0.17g
Therefore, Fp = 0.22g
For use in this manual we can convert the result from Design Strength to Allowable Stress
Design by dividing the result by 1.4, Fp = 0.22g / 1.4 = 0.16g.
For Installation using concrete anchors installed with an embedment length-to-diameter ratio less than
8, also defined as shallow concrete anchors, the Component Response Factor, Rp= 1.5, therefore for
the same example
0.4 ap SDS Ip
Rp
z
h ( 1.5)
(0.4)(1.0)(0.73) 15
Fp = ––––––––––– 1 + 2 ––– Wp = –––––––––––––– 1 + 2 ––– Wp = 0.31g
50 ( )
Comparing this value with the minimum and maximum Fp equations previously calculated gives,
Fp = 0.31g. Again, converting to Allowable Stress Design for use in this manual, Fp = 0.31g / 1.4 =
0.22g.
Consider the same example, if the piping is suspended from the roof,
0.4 ap SDS Ip
Rp
z
h ( 2.5)
(0.4)(1.0)(0.73) 50
Fp = ––––––––––– 1 + 2 ––– Wp = –––––––––––––– 1 + 2 ––– Wp = 0.35g
50 ( )
Comparing this value with the minimum and maximum Fp equations previously calculated gives,
Fp = 0.35g / 1.4 = 0.25g.
This example can be summarized as follows for use with this manual.
Office Horizontal Fp
Building Acceleration For Shallow Concrete
Level Fp Anchor Installations
1st Floor 0.16g 0.22g
2 Floor
nd
0.19g 0.31g
3 Floor
rd
0.25g 0.42g
1. Expansion anchors into a 3000 psi (20.68 MPa), stone aggregate concrete slab.
2. Expansion anchors into a 3000 psi (20.68 MPa), lightweight concrete filled metal deck.
3. Bolted or welded direct to structural steel.
4. Lag screw into a wood structure.
Design Procedure:
Step 1. Select the Seismic Restraint Guideline for the actual attachment method or type of structure
listed above. These charts show anchorage requirements, size of seismic cable brace (SCB)
or seismic solid brace (SSB) or seismic strut brace (SSBS), cable or solid brace size and
maximum brace spacing for different pipe sizes or maximum weight per foot (meter).
(Ref. Pages A1 to A4)
Step 2. Select the Rod Stiffener Guidelines for Individually Supported Systems. This chart defines the
maximum unbraced rod length, maximum braced rod length and maximum spacing between
each seismic rod clamp (SRC) or strut clamp (UC). (Ref. Page B1)
Step 3. Check the minimum size of SCBH, SCB, SSBS and SSB. An increase in size may be required
if a larger clevis is used on insulated pipe, etc. (Ref. Page B2)
Step 4. Select the Supported Rod Attachment Guideline, which coincides with the Seismic Restraint
Guideline selected in Step 1 if using seismic solid braces. Each chart defines the seismic
tension load applied to the support rod at the seismic solid brace location. (Ref. Pages K1
to K4)
Page
18 Dhiru Mali
Structural Engineer Bill Staehlin (916) 654-3362
California SE No. 2811
DESIGN PROCEDURE
FOR INDIVIDUALLY SUPPORTED SYSTEMS (example)
The design procedure is used to select the appropriate guidelines and details for a particular type of
structure, attachment method and support type as listed below:
A. From the design procedure on page 17, the structure/attachment type for seismic attachment is #2.
Step1. Select the Seismic Restraint Guideline for structure/attachment #2, sheet A2.
Step 3. Select the Minimum SCBH, SCB, SSB and SSBS size on sheet B2.
Step 4. Support Rod Attachment Guideline is not required when using seismic cable bracing.
Page
There are a number of choices available to suit a variety of project requirements and field conditions.
The selected guidelines and details are used to determine restraint size, anchorage and vertical rod
stiffening requirements for the following pipeline with the project requirements and field conditions
listed below:
Seismic Acceleration Input: 0.5 g
Pipe Size: 8" (203 mm) diameter steel pipe filled with water
Support Rod Diameter: 7/8" (22 mm)
Support Rod Length: 72" (1829 mm)
Restraint Type: SCBH attached to support rod at clevis, SCB attached to structure.
Maximum Brace Angle Ratio: 1:1
Restraint Spacing: Maximum Allowed
From Sheet A2 (A2m), for 8" (203mm) pipe and 0.5g seismic input:
TRANSVERSE BRACE
20 Dhiru Mali
Structural Engineer Bill Staehlin (916) 654-3362
California SE No. 2811
DESIGN PROCEDURE
FOR TRAPEZE SUPPORTED SYSTEMS
Selection charts are available for each of the following attachment methods and types of
structures:
1. Expansion anchors into a 3000 psi (20.68 MPa), stone aggregate concrete slab.
2. Expansion anchors into a 3000 psi (20.68 MPa), lightweight concrete filled metal deck.
3. Bolted or welded direct to structural steel.
4. Lag screws into a wood structure.
Design Procedure:
Step 1. Select the Seismic Restraint Guideline for the actual attachment method or type of
structure listed above. These charts show anchorage requirements, size of SCB, SSB,
or SSBS and cable or solid brace size for maximum system weight per foot (meter).
(Ref. Pages D1 to D4)
Step 2. Select the Rod Stiffener Guidelines for Trapeze Supported Systems. Each chart defines
the maximum unbraced rod length, maximum braced rod length and maximum spacing
between each seismic rod clamp (SRC) or strut clamp (UC). (Ref. Pages E1 and E2)
Step 3. Select the Trapeze Support Guidelines. These charts define the maximum allowable
uniform load for different trapeze support spans. (Ref. Page E3)
Step 4. Select the Upper Support Member Guideline for Rectangular/Oval Duct (Not required for
round duct.) These charts define upper support member sizes for each SCH/SSB size
and upper support extension (Ref. Page E4)
Step 5. Select the Support Rod Attachment Guideline which coincides with the Seismic Restraint
Guideline selected in Step 1 if using seismic solid braces. Each chart defines the seismic
tension load applied to the support rod at the seismic solid brace location. (Ref. Pages K1
to K4)
Page
ATTACHMENT DETAILS
RESTRAINT DETAILS Support
Structure or SCB/SSB/SSBS SCB/SSB SCB/SSB Rod
Attachment Direct 2 Bolt 4 Bolt Attachment
Type Attachment Attachment Attachment Details
1 H1 H2 H3 L1
2 H4 H5 H6 L2, L3
3 H7 to H13 L4 to L6
4 H13 L1 to L6
22 Dhiru Mali
Structural Engineer Bill Staehlin (916) 654-3362
California SE No. 2811
DESIGN PROCEDURE
FOR TRAPEZE SUPPORTED SYSTEMS (example)
The design procedure is used to select the appropriate guidelines and details for a particular type
of structure, attachment method and support type as listed below:
Mechanical/Electrical System: Rectangular Ductwork
Structure: Stone aggregate concrete slab
Restraint Type: Seismic Solid Brace (SSB or SSBS)
Restraint Attachment: Expansion Anchors
Support type: Rigid Support Rod
Support Attachment: Steel Beam Clamp
A. From the design procedure on page 21 the structure/attachment type for seismic attachment is #1
Step 1. Select the Seismic Restraint Guideline for structure/attachment #1, sheet D1.
Step 4. Select the Top Brace Member Guideline if bracing Rect./Oval Duct, sheet E4.
Step 5. Select the Support Rod Attachment Guideline at SSB/SSBS Locations for structure/
attachment #1, sheet K1.
Step 6. For rectangular duct, rigidly supported SSB/SSBS solid brace system select:
a. Sheet F16 for all directional braces.
b. Sheet F17 for transverse braces.
c. Sheet F18 for longitudinal braces.
d. Sheet G1 or G2 for rod bracing details.
Page
There are a number of choices available to suit a variety of project requirements and field
conditions. The selected guidelines and details are used to determine restraint size, anchorage
and vertical rod stiffening requirements for the following ductwork with the project requirements
and field conditions as listed below:
From Sheet D1 (D1m), for a maximum weight of 73 lbs/ft (109 kg/m) at 1.0g seismic
acceleration input and 30 ft. (9.1m) transverse brace spacing:
24 Dhiru Mali
Structural Engineer Bill Staehlin (916) 654-3362
California SE No. 2811
DESIGN PROCEDURE
FOR TRAPEZE SUPPORTED SYSTEMS (example continued)
g. The attachment of the support rod to the structure must be capable of accepting
the gravity load in addition to the seismic tension load of 2200 lbs. (998 kg).
From Sheet E1 (E1m), when using an SSB-3 and a 3/4" (19 mm) diameter support rod:
Page
The next few pages outline a procedure for the seismic brace layout of pipes, ducts and
conduits. Transverse and longitudinal braces indicated throughout are detailed in Section C for
Individually Supported Systems and Section F for Trapeze Supported Systems. A transverse
and longitudinal brace indicated at the same support points are defined as all directional braces
for trapeze supported systems.
Step 1. Separate the layout of the system into individual straight runs. A straight run is defined
as a section of pipe, duct or conduit between changes in direction. If an offset(s) occurs
between changes of direction it may be neglected if the distance perpendicular to the run is less
than the maximum offset length tabulated below.
The above Offset Charts are limited to pipe with welded, soldered, brazed or UL listed grooved
joints.
Ductwork maximum offset length is 2 times the duct width. Pipe with screwed joints, cast iron
pipe and PVC pipe maximum offset length is 2 feet (0.6 m) or as tabulated above.
Maximum
Offset Length
26 Dhiru Mali
Structural Engineer Bill Staehlin (916) 654-3362
California SE No. 2811
LAYOUT OF SEISMIC BRACES (continued)
Step 2. Each straight run must be braced in the transverse direct (perpendicular to the
run) at each end.
Step 3. Add transverse braces, if required, to limit the spacing(s) to the maximum
spacing indicated in sections A and D.
Page
Step 4. Each straight run must be braced in the longitudinal direction (parallel to the run) with
at least one brace. Transverse braces within the maximum offset length discussed in Step 1
may be used in additional to or in lieu of independent longitudinal braces. The length of pipe
around a 90° turn (indicated as ‘P’ below) longitudinally braced from a transverse brace =
0.9L-0.5T-A, where:
L = Longitudinal Brace spacing (From Section A or D)
T = The distance between Transverse Braces
A = Offset Length
Independent
Longitudinal
Brace
Step 5. Multiple changes in direction may be treated as one complete system. Straight runs
greater than the maximum offset length require 2 transverse braces. Straight runs less than
the maximum offset length may require as few as one or no braces. (See layout below)
28 Dhiru Mali
Structural Engineer Bill Staehlin (916) 654-3362
California SE No. 2811
LAYOUT OF SEISMIC BRACES (continued)
Step 6. Vertical drops to equipment must be protected with a transverse brace at the
final support point before the vertical drop. The distance from the transverse brace to
the drop must be within the maximum offset length of the system. The length of the
system braced from the transverse brace to the flexible connector is equal to 1/2 of
the maximum transverse brace spacing indicated in sections A and D. If this distance
is greater than 1/2 of the maximum transverse brace spacing, an additional brace is
required at the end of the vertical drop by attaching to the floor.
Maximum
Transverse Brace Offset Length
at final support point
before vertical drop
Equipment
Additional Brace is required if piping
is less than 6 ft. (2m) above floor
Note: Length of system braced = 1/4 max. brace spacing for 2" to 3" (51 to 76 mm)
dia. copper pipe. Additional brace at floor is required for 11/2" (38 mm) dia. and smaller
copper pipe, and 1" (25 mm) dia. and smaller steel pipe, unless specific analysis is
approved by the enforcement agency.
Step 7. If seismic braces installed at a 1:1 brace angle ratio from horizontal are
intermixed with 1.5:1 or 2:1 brace angle ratios, and the installer opts to reduce the brace
spacing as instructed on pages A1 to A4, the layout shall be as follows.
Page
Note 1: Refer to Page 10, note 1 and page 13, note 1 for additional requirements of the "12 inch Rule".
Note 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
30 Dhiru Mali
Structural Engineer Bill Staehlin (916) 654-3362
California SE No. 2811
"12 INCH RULE" FOR DUCTWORK
3/8" (10mm)
MAX. CLEARANCE
CONNECTION
CANNOT DEVELOP
A MOMENT
(PER 1997 UBC 12"
& ≤ ≤ 1/4" (6 mm)
(305 mm)
IBC2000)
SUPPORT STRUCTURE
SHEET METAL
STRAPS
≤ 12"
(305 mm)
SHEET METAL
SCREW AS REQUIRED
≤ 2"
(51 mm)
Note 1: Refer to Page 12, note 1 for additional requirements of the "12 inch Rule".
Note 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
Page
Allowable brace spacing in charts A2 & D2 are based on Ramset/Redhead Trubolt expansion
anchors or approval equal. The following Hilti Kwik Bolt 3 anchors are approved equals.
Note: For use with CBC-2001, Kwik Bolt 3 embedment lengths must be increased
to 8x the anchor diameter, or Rp = 1.5 must be used in calculating anchor loads.
1" MAX * S
of Flute
32 Dhiru Mali
Structural Engineer Bill Staehlin (916) 654-3362
California SE No. 2811
HILTI KWIK BOLT TZ ANCHORS
Allowable brace spacing in charts A2 & D2 are based on Ramset/Redhead Trubolt expansion
anchors or approval equal. The following Hilti Kwik Bolt TZ anchors are approved equals.
Note: For use with CBC-2001, Kwik Bolt 3 embedment lengths must be increased
to 8x the anchor diameter, or Rp = 1.5 must be used in calculating anchor loads.
5/8" MIN *
1" MAX * S
of Flute
Page
The SSRF brackets indicated above can be used on pipe systems braced at the
spacings shown on pages A1-A4.
Support rods must have rod bracing with a rod clamp within 1" 25mm of each end of
the rod.
The SSRF brackets indicated above can be used on any combination of trapeze weight
per food, g level and maximum brace spacing as shown in a row of the "Maximum
Weight per Foot" charts on pages D1-D4 whose weight at 40 ft brace spacing and 1.0 g
is equal to or less than the weight in the chart above.
The trapeze brace selections are valid for support rods carrying 70% or less of the total
trapeze load.
General Notes:
Use of the SSRF bracket on pipe sizes and trapeze weights greater than those listed
above must be designed and submitted for approval on a project by project basis.
34 Dhiru Mali
Structural Engineer Anthony R. Pike (916) 654-3362
California SE No. 2811
SSB BRACKET SELECTION
The SSB bracket as shown on X4B can be used as the structure attachment bracket of
a solid brace to a suspended piping or trapeze system as describe below:
The SSB brackets indicated above can be used on pipe systems braced at the spacings
shown on pages A1-A4.
The SSB brackets indicated above can be used on any combination of trapeze weight
per food, g level and maximum brace spacing as shown in a row of the "Maximum
Weight per Foot" charts on pages D1-D4 whose weight at 40 ft brace spacing and
1.0 g is equal to or less than the weight in the chart above and whose required anchor
diameter matches that of the SSB.
General Notes:
Use of the SSB bracket on pipe sizes and trapeze weights greater than those listed
above must be designed and submitted for approval on a project by project basis.
For up to 1.5:1 brace angle from horizontal, divide braced rod length by 1.67; for 2:1 brace angle, divide by 2.33.
Example: For 3" diameter pipe at 0.5 g input and 1.5:1 brace angle ratio, the maximum transverse spacing = 40/1.67 = 23 ft.
For maximum brace spacing at 'g' forces other than those listed, divide the 1g spacing by the desired 'g' force.
Example: For a 0.74g input for 12" diameter pipe, transverse brace spacing = 20/0.74 = 27 ft. (Note: Transverse
and longitudinal brace spacing shall not exceed those stated in the general notes.)
Special Note: The Structural Engineer of Record shall verify the seismic loads applied by the SCB/SSB/SSBS to
the structure are acceptable. Refer to Pages H1, H2 and H3 for the maximum seismic loads.
NOTES:
Anchorage is based on attachment with an ITW Ramset/Red Head Trubolt Wedge Anchor, ICBO Report ER-1372/2000,
Table 3, 4 and 5, embedded headed stud or J-bolt of equal embedment or approved equal.
Where (2) anchors are specified, the SCB, SSB or SSBS w/SLDB-2000 is required for attachment to structure. (Ref. Page
H2 and X9)
Where (4) anchors are specified, the SCB or SSB w/SLDB-4000 is required for attachment to structure. (Ref. Page H3
and X10)
An increase in SCB or SSB size may be required to accommodate the cross bolt or support rod. (Ref. Page B2)
All SSB brace members tabulated are steel angle. Factory 12ga formed channel strut may be in lieu of steel angle.
All SSBS brace members tabulated are 12ga strut channel.
(Ref. page X4)
Page
For up to 1.5:1 brace angle from horizontal, divide braced rod length by 1.67; for 2:1 brace angle, divide by 2.33.
Example: For 76 mm diameter pipe at 0.5 g input and 1.5:1 brace angle ratio, the maximum transverse spacing =
12.2/1.67 = 7.3 m.
For maximum brace spacing at 'g' forces other than those listed, divide the 1g spacing by the desired 'g' force.
Example: For a 0.74g input for 305mm diameter pipe, transverse brace spacing = 6.1/0.74 = 8.2m. (Note: Transverse
and longitudinal brace spacing shall not exceed those stated in the general notes.)
Special Note: The Structural Engineer of Record shall verify the seismic loads applied by the SCB/SSB/SSBS to
the structure are acceptable. Refer to Pages H1, H2 and H3 for the maximum seismic loads.
NOTES:
Anchorage is based on attachment with an ITW Ramset/Red Head Trubolt Wedge Anchor, ICBO Report ER-1372/2000,
Table 3, 4 and 5, embedded headed stud or J-bolt of equal embedment or approved equal.
Where (2) anchors are specified, the SCB, SSB or SSBS w/SLDB-2000 is required for attachment to structure. (Ref. Page
H2 and X9)
Where (4) anchors are specified, the SCB or SSB w/SLDB-4000 is required for attachment to structure. (Ref. Page H3
and X10)
An increase in SCB, SSB or SSBS size may be required to accommodate the cross bolt or support rod. (Ref. Page B2)
All SSB brace members tabulated are steel angle. Factory 2.7mm formed channel strut may be in lieu of steel angle.
All SSBS brace members tabulated are 12ga strut channel. (Ref. page X4)
For up to 1.5:1 brace angle from horizontal, divide braced rod length by 1.68; for 2:1 brace angle, divide by 2.38.
Example: For 3" diameter pipe at 0.5 g input and 1.5:1 brace angle ratio, the maximum transverse spacing = 40/1.68 = 23
ft.
For maximum brace spacing at 'g' forces other than those listed, divide the 1g spacing by the desired 'g' force.
Example: For a 0.74g Input for 12" diameter pipe, transverse brace spacing = 20/0.74 = 27 ft. (Note: Transverse
and longitudinal brace spacing shall not exceed those stated in the general notes.)
Special Note: The Structural Engineer of Record shall verify the seismic loads applied by the SCB/SSB/SSBS to
the structure are acceptable. Refer to Pages H4, H5 and H6 for the maximum seismic loads.
NOTES:
Anchorage is based on attachment with an ITW Ramset/Red Head Trubolt Wedge Anchor, ICBO Report ER-1372/2000,
Table 4, 5 and 10, embedded headed stud or J-bolt of equal embedment or approved equal.
Where (2) anchors are specified, the SCB, SSB or SSBS w/SLDB-2000 is required for attachment to structure. (Ref. Page
H5 and X9)
Where (4) anchors are specified, the SCB or SSB w/SLDB-4000 is required for attachment to structure. (Ref. Page H6
and X10)
An increase in SCB, SSB or SSBS size may be required to accommodate the cross bolt or support rod. (Ref. Page B2)
All SSB brace members tabulated are steel angle. Factory 12ga formed channel strut may be in lieu of steel angle.
All SSBS brace members tabulated are 12ga strut channel.
Page
For up to 1.5:1 brace angle from horizontal, divide braced spacing by 1.68; for 2:1 brace angle, divide by 2.38.
Example: For 76mm diameter pipe at 0.5 g input and 1.5:1 brace angle ratio, the maximum transverse spacing =
12.2/1.68 = 7.3m.
For maximum brace spacing at 'g' forces other than those listed, divide the 1g spacing by the desired 'g' force.
Example: For a 0.74g input for 305mm diameter pipe, transverse brace spacing = 6.1/0.74 = 8.2m. (Note: Transverse
and longitudinal brace spacing shall not exceed those stated in the general notes.)
Special Note: The Structural Engineer of Record shall verify the seismic loads applied by the SCB/SSB/SSBS to
the structure are acceptable. Refer to Pages H4, H5 and H6 for the maximum seismic loads.
NOTES:
Anchorage is based on attachment with an ITW Ramset/Red Head Trubolt Wedge Anchor, ICBO Report ER-1372/2000,
Table 4, 5 and 10, embedded headed stud or J-bolt of equal embedment or approved equal.
Where (2) anchors are specified, the SCB, SSB or SSBS w/SLDB-2000 is required for attachment to structure. (Ref. Page
H5 and X9)
Where (4) anchors are specified, the SCB or SSB w/SLDB-4000 is required for attachment to structure. (Ref. Page H6
and X10)
An increase in SCB or SSB size may be required to accommodate the cross bolt or support rod. (Ref. Page B2)
All SSB brace members tabulated are steel angle. Factory 2.7mm formed channel strut may be in lieu of steel angle.
All SSBS brace members tabulated are 12ga strut channel. (Ref. page X4)
For up to 1.5:1 brace angle from horizontal, divide braced spacing by 1.5; for 2:1 brace angle, divide by 2.
Example: For 3" diameter pipe at 0.5 g input and 1.5:1 brace angle ratio, the maximum transverse spacing = 40/1.5 = 26 ft.
For maximum brace spacing at 'g' forces other than those listed, divide the 1g spacing by the desired 'g' force.
Example: For a 0.74g input for 12" diameter pipe, transverse brace spacing = 20/0.74 = 27 ft. (Note: Transverse
and longitudinal brace spacing shall not exceed those stated in the general notes.)
Special Note: The Structural Engineer of Record shall verify the seismic loads applied by the SCB/SSB/SSBS to
the structure are acceptable. Refer to Pages H7 to H12 for the maximum seismic loads.
NOTES:
Anchorage is based on attachment with a Standard ASTM A307 Quality Bolts or E70xx electrode welds.
An increase in SCB, SSB or SSBS size may be required to accommodate the cross bolt or support rod. (Ref. Page B2)
All SSB brace members tabulated are steel angle. Factory 12ga formed channel strut may be in lieu of steel angle.
All SSBS brace members tabulated are 12ga strut channels.
(Ref. page X4)
Page
For up to 1.5:1 brace angle from horizontal, divide braced spacing by 1.5; for 2:1 brace angle, divide by 2.
Example: For 76mm diameter pipe at 0.5 g input and 1.5:1 brace angle ratio, the maximum transverse spacing = 12.2/1.5 =
8.1m.
For maximum brace spacing at 'g' forces other than those listed, divide the 1g spacing by the desired 'g' force.
Example: For a 0.74g input for 305mm diameter pipe, transverse brace spacing = 6.1/0.74 = 8.2m. (Note: Transverse
and longitudinal brace spacing shall not exceed those stated in the general notes.)
Special Note: The Structural Engineer of Record shall verify the seismic loads applied by the SCB/SSB/SSBS to
the structure are acceptable. Refer to Pages H7 to H12 for the maximum seismic loads.
NOTES:
Anchorage is based on attachment with a Standard ASTM A307 Quality Bolts or E70xx electrode welds.
An increase in SCB, SSB or SSBS size may be required to accommodate the cross bolt or support rod. (Ref. Page B2)
All SSB brace members tabulated are steel angle. Factory 2.7mm formed channel strut may be in lieu of steel angle.
All SSBS brace members tabulated are 12ga strut channel.
(Ref. page X4)
For up to 1.5:1 brace angle from horizontal, divide braced spacing by 1.5; for 2:1 brace angle, divide by 2.
For maximum brace spacing at 'g' forces other than those listed, divide the 1g spacing by the desired 'g' force.
Example: For a 0.74g input for 6" diameter pipe, transverse brace spacing = 10/0.74 = 13 ft. (Note: Transverse
and longitudinal brace spacing shall not exceed those stated in the general notes.)
Special Note: The Structural Engineer of Record shall verify the seismic loads applied by the SCB/SSB/SSBS to
the structure are acceptable. Refer to Pages H13 for the maximum seismic loads.
NOTES:
Anchorage is based on attachment with Lag Screws, 1997 National Design Specification Tables 9.2A & 9.3B.
An increase in SCB, SSB or SSBS size may be required to accommodate the cross bolt or support rod. (Ref. Page B2)
All SSB brace members tabulated are steel angle. Factory 12ga formed channel strut may be in lieu of steel angle.
All SSBS brace members tabulated are 12ga strut channel.
(Ref. page X4)
Page
For up to 1.5:1 brace angle from horizontal, divide braced spacing by 1.5; for 2:1 brace angle, divide by 2.
For maximum brace spacing at 'g' forces other than those listed, divide the 1g spacing by the desired 'g' force.
Example: For a 0.74g input for 152mm diameter pipe, transverse brace spacing = 3.0/0.74 = 4.1m (Note: Transverse
and longitudinal brace spacing shall not exceed those stated in the general notes.)
Special Note: The Structural Engineer of Record shall verify the seismic loads applied by the SCB/SSB/SSBS to
the structure are acceptable. Refer to Pages H13 for the maximum seismic loads.
NOTES:
Anchorage is based on attachment with Lag Screws, 1997 National Design Specification Tables 9.2A & 9.3B.
An increase in SCB, SSB or SSBS size may be required to accommodate the cross bolt or support rod. (Ref. Page B2)
All SSB brace members tabulated are steel angle. Factory 2.7 mm formed channel strut may be in lieu of steel angle.
All SSBS brace members tabulated are 12ga strut channel.
(Ref. page X4)
*Maximum unbraced rod length for up to 1:1 brace angle from horizontal.
For up to 1.5:1 brace angle from horizontal, divide unbraced rod length by 1.25; for 2:1 brace angle, divide by 1.5.
NOTES:
Rod stiffeners are only required at the seismic restraint locations.
Rod stiffeners are required when the length of the rod exceeds the maximum unbraced length.
A minimum of (2) rod clamps are required per support rod to attach the “Angle or Strut Channel Brace” to the support rod.
Page
*Maximum unbraced rod length for up to 1:1 brace angle from horizontal.
For up to 1.5:1 brace angle from horizontal, divide unbraced rod length by 1.25; for 2:1 brace angle, divide by 1.5.
NOTES:
Rod stiffeners are only required at the seismic restraint locations.
Rod stiffeners are required when the length of the rod exceeds the maximum unbraced length.
A minimum of (2) rod clamps are required per support to attach the “Angle or Strut Channel Brace” to the support rod.
SCB selections are based on an SCBH attached to a standard support rod. An increase in SCBH
may be required to accommodate a large support rod.
Minimum SCBH size for support rods are shown in the following table:
AT SCBH LOCATIONS:
Pipe Maximum Support Minimum
Diameter Rod Diameter SCBH Size
(in) (mm) (in) (mm) for Support Rods
1-5 25-127 5/8 16 SCBH-1
6-12 152-305 7/8 22 SCBH-1
14-18 356-457 11/8 29 SCBH-1
An SCB may be attached to the clevis cross bolt, however, an increase in SCB size may be
required.
SSB and SSBS selections are based on an SSB and SSBS attached to a standard clevis cross
bolt. An increase in SSB or SSBS size may be required to accommodate a large clevis cross bolt.
Minimum SCB, SSB and SSBS sizes for clevis cross bolts are shown in the following table:
AT SCB/SSB/SSBS LOCATIONS:
Pipe Maximum Minimum
Diameter Cross Bolt SSB/SSB/SSBS Size for
(in) (mm) (in) (mm) Clevis Cross Bolts
1-6 25-152 1/2 13 SCB/SSB/SSBS-12
8 203 5/8 16 SCB/SSB-2/SSBS-20, 25
10-12 254-305 3/4 19 SCB/SSB-3
14-24 356-610 11/4 32
An SSB or SSBS may be attached to the support rod, however, an increase in SSB or SSBS size
may be required.
Minimum SSB or SSBS size for support rods are shown in the following table:
AT SSB/SSBS LOCATIONS:
Pipe Maximum Support Minimum
Diameter Rod Diameter SSB/SSBS Size
(in) (mm) (in) (mm) for Support Rods
1-3 25-76 1/2 13 SSBS-12
4-5 102-127 5/8 16 SSBS-20, 25
6 152 3/4 19 SSB-3
8-24 203-610 11/4 32 SSB-4
Page
SUPPORT STRUCTURE
PIPE HANGER
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page B1. Brace
angle ratio may be increased to 2 (vert.): 1 (horiz.). Refer to section A for limitations. Refer to page
X2 for proper installation of the SCBH.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
NOTE 3: Install with hanger box snug to upper rebound washer, with washer tight to overhead surface.
Upper hanger element deflects under load, leaving space on top.
SUPPORT STRUCTURE
ROD COUPLING
1
SRC - SEISMIC ROD CLAMP
1 IF REQUIRED
REF. PAGE B1
PIPE HANGER
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page B1. Brace
angle ratio may be increased to 2 (vert.): 1 (horiz.). Refer to section A for limitations. Refer to page
X2 for proper installation of the SCBH.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
NOTE 3: Install with hanger box snug to upper rebound washer, with washer tight to overhead surface.
Upper hanger element deflects under load, leaving space on top.
C2 Dhiru Mali
Structural Engineer
California SE No. 2811
Bill Staehlin (916) 654-3362
LONGITUDINAL SEISMIC CABLE BRACE GUIDELINES
FOR SPRING-ISOLATED CLEVIS SUPPORTED SYSTEMS
SUPPORT STRUCTURE
ROD COUPLING
1
SRC - SEISMIC ROD CLAMP
1 IF REQUIRED
REF. PAGE B1
THREADED ROD
SCB ANCHORAGE REF. PAGE B1
REF. SECTION A
ROD STIFFENER ANGLE
IF REQUIRED
AIRCRAFT CABLE REF. PAGE B1
REF. SECTION A
PIPE CLAMP
SCB - SEISMIC CABLE BRACE
REF. SECTION A PIPE HANGER
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page B1. Brace
angle ratio may be increased to 2 (vert.): 1 (horiz.). Refer to section A for limitations. Refer to page
X2 for proper installation of the SCBH.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
NOTE 3: Install with hanger box snug to upper rebound washer, with washer tight to overhead surface.
Upper hanger element deflects under load, leaving space on top.
Page
SUPPORT STRUCTURE
ROD COUPLING
AIRCRAFT CABLE
REF. SECTION A
PIPE HANGER
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page B1. Brace
angle ratio may be increased to 2 (vert): 1 (horiz.). Refer to section A for limitations. Refer to page
X2 for proper installation of the SCBH.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
C4 Dhiru Mali
Structural Engineer
California SE No. 2811
Bill Staehlin (916) 654-3362
TRANSVERSE SEISMIC CABLE BRACE GUIDELINES
FOR CLEVIS SUPPORTED SYSTEMS
SUPPORT STRUCTURE
ROD COUPLING
IF REQUIRED
1 THREADED ROD
REF. PAGE B1
1
AIRCRAFT CABLE
REF. SECTION A
PIPE HANGER
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page B1. Brace
angle ratio may be increased to 2 (vert): 1 (horiz.). Refer to section A for limitations.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
Page
SUPPORT STRUCTURE
ROD COUPLING
IF REQUIRED
1 THREADED ROD
REF. PAGE B1
1
AIRCRAFT CABLE
REF. SECTION A
PIPE CLAMP
SCB - SEISMIC CABLE BRACE
REF. SECTION A
PIPE HANGER
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page B1. Brace
angle ratio may be increased to 2 (vert): 1 (horiz.). Refer to section A for limitations.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
C6 Dhiru Mali
Structural Engineer
California SE No. 2811
Bill Staehlin (916) 654-3362
TRANSVERSE SEISMIC SOLID BRACE GUIDELINES
FOR CLEVIS SUPPORTED SYSTEMS
SUPPORT STRUCTURE
SUPPORT ANCHORAGE
REF. SECTION K
ROD COUPLING
IF REQUIRED
1 THREADED ROD
REF. PAGE B1
1
ROD STIFFENER ANGLE
IF REQUIRED
SSB ANCHORAGE REF. PAGE B1
REF. SECTION A
STEEL BRACE
MAXIMUM 9'-6" (2.9m)
REF. SECTION A
CCB - CLEVIS CROSS BRACE
SSB - SEISMIC SOLID BRACE REF. PAGE X6
REF. SECTION A
PIPE HANGER
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page B1. Brace
angle ratio may be increased to 2 (vert): 1 (horiz.). Refer to section A for limitations.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
Page
SUPPORT STRUCTURE
SUPPORT ANCHORAGE
REF. SECTION K
ROD COUPLING
IF REQUIRED
THREADED ROD
REF. PAGE B1
STEEL BRACE
MAXIMUM 9'-6" (2.9m)
REF. SECTION A
CCB - CLEVIS CROSS BRACE
SSB - SEISMIC SOLID BRACE REF. PAGE X6
REF. SECTION A
PIPE HANGER
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page B1. Brace
angle ratio may be increased to 2 (vert): 1 (horiz.). Refer to section A for limitations.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
C8 Dhiru Mali
Structural Engineer
California SE No. 2811
Bill Staehlin (916) 654-3362
LONGITUDINAL SEISMIC SOLID BRACE GUIDELINES
FOR CLEVIS SUPPORTED SYSTEMS
SUPPORT STRUCTURE
SUPPORT ANCHORAGE
REF. SECTION K
ROD COUPLING
IF REQUIRED
1
THREADED ROD
1 REF. PAGE B1
STEEL BRACE
MAXIMUM 9'-6" (2.9m)
REF. SECTION A
PIPE HANGER
PIPE CLAMP
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page B1. Brace
angle ratio may be increased to 2 (vert): 1 (horiz.). Refer to section A for limitations.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
Page
The Angle variation may increase beyond 2.5° up to 15° provided both braces are attached to a pipe clamp, skewed in the
same direction and a longitudinal brace occurs opposite the skewed angle direction as shown below.
TRANSVERSE BRACE
LONGITUDINAL BRACE TIGHTLY PACKED FLOOR
PENETRATION WITHIN
MAX OFFSET LENGTH
MAX OFFSET LENGTH (REFER TO PAGE 26)
(REFER TO PAGE 26)
NOTE: Any or all brace locations are permitted to use the angle variation to meet field conditions.
LONGITUDINAL BRACE
PIPE CLAMP
NOTE: Any or all brace locations are permitted to use the angle variation to meet field conditions.
2.5° 2.5°
MAX MAX
2.5° 2.5°
MAX MAX
The Angle variation may increase beyond 2.5° up to 15° provided the brace is attached to a pipe clamp and a longitudinal
brace occurs opposite the skewed angle direction as shown below.
TRANSVERSE BRACE
LONGITUDINAL BRACE TIGHTLY PACKED FLOOR
PENETRATION WITHIN
MAX OFFSET LENGTH
MAX OFFSET LENGTH (REFER TO PAGE 26)
(REFER TO PAGE 26)
NOTE: Any or all brace locations are permitted to use the angle variation to meet field conditions.
PIPE HANGER
CLAMP PIPE CLAMP
NOTE: Any or all brace locations are permitted to use the angle variation to meet field conditions.
Maximum Weight per Foot (lbs.) for Specified ‘g’ Loads * Option 1 Option 2 Concrete
at Maximum Transverse Brace Spacings (ft.) ** Anchors
Cable SSB/ Minimum
0.25g 0.5g 1.0g SCB Dia. SSBS Brace Size Qty Dia. Embed.
20 ft. 30 ft. 40 ft. 20 ft. 30 ft. 40 ft. 20 ft. 30 ft. 40 ft. Size (in) Size (in) Req’d (in) (in)
72 48 36 36 24 18 18 12 9 SCB-1 1/8 SSBS 15/8 x 15/8 Strut 1 1/2 21/4
112 75 56 56 37 28 28 19 14 SCB-1 1/8 SSBS 15/8 x 15/8 Strut 1 1/2 41/8
176 117 88 88 59 44 44 29 22 SCB-2 3/16 SSBS 15/8 x 15/8 Strut 1 5/8 51/8
248 165 124 124 83 62 62 41 31 SCB-3 1/4 SSB-3 L3 x 3 x 1/4 1 3/4 65/8
288 192 144 144 96 72 72 48 36 SCB-2 3/16 SSB-2 L3 x 3 x 1/4 2 5/8 51/8
440 293 220 220 147 110 110 73 55 SCB-3 1/4 SSB-3 L4 x 4 x 1/4 4 5/8 51/8
800 533 400 400 267 200 200 133 100 SCB-4 3/8 SSB-4 L4 x 4 x 1/4 4 5/8 51/8
* Maximum weight per foot for up to 1:1 brace angle from horizontal.
For up to 1.5:1 brace angle from horizontal, divide weight per foot by 1.75; for 2:1 brace angle, divide by 2.44.
Example: Reduce the maximum weight of 36 kg/m at 0.5 input for a 1.5:1 brace angle ratio as follows,
24/1.75 = 13 lbs/ft.
For maximum weight per foot at ‘g’ forces other than those listed, divide the 1.0g weight per foot by the desired ‘g’ force.
Example: Consider a 0.74g input, for a maximum weight of 12 lbs/ft from the 1.0g chart above, the adjusted weight
per foot = 12/0.74 = 16 lbs/ft.
** For trapeze supported systems requiring SCB/SSBS to SCB/SSB-3 and SSB-4, the maximum longitudinal brace
spacing = 2 times the maximum transverse spacing, not to exceed 80 feet. For trapeze supported systems requiring
an SCB-4, install SCB-4s transversely and SCBH-3s longitudinally every 40 feet. For individually supported systems,
the maximum longitudinal brace spacing = the maximum transverse brace spacing.
Special Note: The Structural Engineer of Record shall verify the seismic loads applied by the
SCB/SSB/SSBS to the structure are acceptable. Refer to Pages H1, H2 and H3
for the maximum seismic loads.
NOTES:
Anchorage is based on attachment with an ITW Ramset/Red Head Trubolt Wedge Anchor, ICBO Report ER-1372/2000,
Table 3, 4 and 5, Embed.ded headed stud or J-bolt of equal Embed.ment or approved equal.
Where (2) anchors are specified, the SCB, SSB or SSBS w/SLDB-2000 is required for attachment to structure. (Ref. Page
H2 and X9)
Where (4) anchors are specified, the SCB or SSB w/SLDB-4000 is required for attachment to structure. (Ref. Page H3
and X10)
All SSB brace members tabulated are steel angle. Factory 12ga formed channel strut may be used in lieu of steel angle.
All SSBS brace members tabulated are 12ga strut channel.
(Ref. page X4)
Page
Maximum Weight per Meter (kg) for Specified ‘g’ Loads * Option 1 Option 2 Concrete
at Maximum Transverse Brace Spacings (m) ** Anchors
Cable SSB/ Minimum
0.25g 0.5g 1.0g SCB Dia. SSBS Brace Size Qty Dia. Embed.
6m 9.1m 12.2m 6m 9.1m 12.2m 9.1m 9.1m 12.2m Size (mm) Size (mm) Req’d (mm) (mm)
107 71 54 54 36 27 27 18 13 SCB-1 3 SSBS 41 x 41 Strut 1 13 57
167 111 83 83 56 42 42 28 21 SCB-1 3 SSBS 41 x 41 Strut 1 13 105
262 175 131 131 87 65 65 44 33 SCB-2 5 SSBS 41 x 41 Strut 1 16 130
369 246 185 185 123 92 92 62 46 SCB-3 6 SSB-3 L76 x 76 x 6 1 19 168
429 286 214 214 143 107 107 71 54 SCB-2 5 SSB-2 L76 x 76 x 6 2 16 130
655 437 327 327 218 164 164 109 82 SCB-3 6 SSB-3 L102 x 102 x 6 4 16 130
1191 794 595 595 397 298 298 198 149 SCB-4 10 SSB-4 L102 x 102 x 6 4 16 130
* Maximum weight per meter for up to 1:1 brace angle from horizontal.
For up to 1.5:1 brace angle from horizontal, divide weight per meter by 1.75; for 2:1 brace angle, divide by 2.44.
Example: Reduce the maximum weight of 36 kg/m at 0.5 input for a 1.5:1 brace angle ratio as follows,
36/1.75 = 20 kg/m.
For maximum weight per meter at ‘g’ forces other than those listed, divide the 1.0g weight per meter by the desired ‘g’ force.
Example: Consider a 0.74g input, for a maximum weight of 18 kg/m from the 1.0g chart above, the adjusted weight
per meter = 18/0.74 = 24 kg/m.
** For trapeze supported systems requiring SCB/SSBS to SCB/SSB-3 and SSB-4, the maximum longitudinal brace
spacing = 2 times the maximum transverse spacing, not to exceed 24.4 m. For trapeze supported systems requiring
an SCB-4, install SCB-4s transversely and SCBH-3s longitudinally every 12.2 m. For individually supported systems,
the maximum longitudinal brace spacing = the maximum transverse brace spacing.
Special Note: The Structural Engineer of Record shall verify the seismic loads applied by the
SCB/SSBS to the structure are acceptable. Refer to Pages H1, H2 and H3
for the maximum seismic loads.
NOTES:
Anchorage is based on attachment with an ITW Ramset/Red Head Trubolt Wedge Anchor, ICBO Report ER-1372/2000,
Table 3, 4 and 5, Embed.ded headed stud or J-bolt of equal Embed.ment or approved equal.
Where (2) anchors are specified, the SCB, SSB or SSBS w/SLDB-2000 is required for attachment to structure. (Ref. Page
H2 and X9)
Where (4) anchors are specified, the SCB or SSB w/SLDB-4000 is required for attachment to structure. (Ref. Page H3
and X10)
All SSB brace members tabulated are steel angle. Factory 2.7 mm formed channel strut may be used in lieu of steel
angle.
All SSBS brace members tabulated are 12ga strut channels.
(Ref. page X4)
Maximum Weight per Foot (lbs.) for Specified ‘g’ Loads * Option 1 Option 2 Concrete
at Maximum Transverse Brace Spacings (ft.) ** Anchors
Cable SSB/ Minimum
0.25g 0.5g 1.0g SCB Dia. SSBS Brace Size Qty Dia. Embed.
20 ft. 30 ft. 40 ft. 20 ft. 30 ft. 40 ft. 20 ft. 30 ft. 40 ft. Size (in) Size (in) Req’d (in) (in)
72 48 36 36 24 18 18 12 9 SCB-1 1/8 SSBS 15/8 x 15/8 Strut 1 1/2 3
112 75 56 56 37 28 28 19 14 SCB-2 3/16 SSBS 15/8 x 15/8 Strut 1 5/8 5
96 64 48 48 32 24 24 16 12 SCB-3 1/4 SSB-3 L2 x 2 x 1/4 1 3/4 31/4
136 91 68 68 45 34 34 23 17 SCB-1 1/8 SSBS 15/8 x 15/8 Strut 2 1/2 3
280 187 140 140 93 70 70 47 35 SCB-2 3/16 SSBS 15/8 x 15/8 Strut 2 5/8 5
440 293 220 220 147 110 110 73 55 SCB-3 1/4 SSB-3 L4 x 4 x 1/4 4 5/8 5
568 379 284 284 189 142 142 95 71 SCB-4 3/8 SSB-4 L4 x 4 x 1/4 4 5/8 5
* Maximum weight per foot for up to 1:1 brace angle from horizontal.
For up to 1.5:1 brace angle from horizontal, divide weight per foot by 1.8; for 2:1 brace angle, divide by 2.4.
Example: Reduce the maximum weight of 24 lbs/ft at 0.5g input for a 1.5:1 brace angle ratio as follows,
24/1.8 = 13 lbs/ft.
For maximum weight per foot at ‘g’ forces other than those listed, divide the 1.0g weight per foot by the desired ‘g’ force.
Example: Consider a 0.74g input, for a maximum weight of 12 lbs/ft from the 1.0g chart above, the adjusted weight
per foot = 12/0.74 = 16 lbs/ft.
** For trapeze supported systems requiring SCB/SSBS to SCB/SSB-3 and SSB-4, the maximum longitudinal brace
spacing = 2 times the maximum transverse spacing, not to exceed 80 feet. For trapeze supported systems requiring
an SCB-4, install SCB-4s transversely and SCBH-3s longitudinally every 40 feet. For individually supported systems,
the maximum longitudinal brace spacing = the maximum transverse brace spacing.
Special Note: The Structural Engineer of Record shall verify the seismic loads applied by the
SCB/SSBS to the structure are acceptable. Refer to Pages H4, H5 and H6
for the maximum seismic loads.
NOTES:
Anchorage is based on attachment with an ITW Ramset/Red Head Trubolt Wedge Anchor, ICBO Report ER-1372/2000,
Table 4, 5 and 10, Embed.ded headed stud or J-bolt of equal Embed.ment or approved equal.
Where (2) anchors are specified, the SCB, SSB or SSBS w/SLDB-2000 is required for attachment to structure. (Ref. Page
H5 and X9)
Where (4) anchors are specified, the SCB or SSB w/SLDB-4000 is required for attachment to structure. (Ref. Page H6
and X10)
All SSB brace members tabulated are steel angle. Factory 12ga formed channel strut may be used in lieu of steel angle.
All SSB brace members tabulated are 12ga strut channels.
Page
Maximum Weight per Meter (kg) for Specified ‘g’ Loads * Option 1 Option 2 Concrete
at Maximum Transverse Brace Spacings (m) ** Anchors
Cable Minimum
0.25g 0.5g 1.0g SCB Dia. SSB Brace Size Qty Dia. Embed.
6.1m 9.1m 12.2m 6.1m 9.1m 12.2m 6.1m 9.1m 12.2m Size (mm) Size (mm) Req’d (mm) (mm)
107 71 54 54 36 27 27 18 13 SCB-1 3 SSBS 41 x 41 Strut 1 13 76
167 111 83 83 56 42 42 28 21 SCB-2 5 SSBS 41 x 41 Strut 1 16 127
143 95 71 71 48 36 36 24 18 SCB-3 6 SSB-3 L51 x 51 x 6 1 19 83
202 135 101 101 67 51 51 34 25 SCB-1 3 SSBS 41 x 41 Strut 2 13 76
417 278 208 208 139 104 104 69 52 SCB-2 5 SSBS 41 x 41 Strut 2 16 127
655 437 327 327 218 164 164 109 82 SCB-3 6 SSB-3 L102 x 102 x 6 4 16 127
845 564 423 423 282 211 211 141 106 SCB-4 10 SSB-4 L102 x 102 x 6 4 16 127
* Maximum weight per meter for up to 1:1 brace angle from horizontal.
For up to 1.5:1 brace angle from horizontal, divide weight per meter by 1.8; for 2:1 brace angle, divide by 2.4.
Example: Reduce the maximum weight of 36 kg/m at 0.5 input for a 1.5:1 brace angle ratio as follows,
36/1.8 = 20 kg/m
For maximum weight per meter at ‘g’ forces other than those listed, divide the 1.0g weight per meter by the desired ‘g’ force.
Example: Consider a 0.74g input, for a maximum weight of 21 kg/m from the 1.0g chart above, the adjusted weight
per meter = 21/0.74 = 28 kg/m.
** For trapeze supported systems requiring SCB/SSB/SSBS to SCB/SSB-3 and SSB-4, the maximum longitudinal brace
spacing = 2 times the maximum transverse spacing, not to exceed 24.4 m. For trapeze supported systems requiring
an SCB-4, install SCB-4s transversely and SCBH-3s longitudinally every 12.2 m. For individually supported systems,
the maximum longitudinal brace spacing = the maximum transverse brace spacing.
Special Note: The Structural Engineer of Record shall verify the seismic loads applied by the
SCB/SSB/SSBS to the structure are acceptable. Refer to Pages H4, H5 and H6
for the maximum seismic loads.
NOTES:
Anchorage is based on attachment with an ITW Ramset/Red Head Trubolt Wedge Anchor, ICBO Report ER-1372/2000,
Table 4, 5 and 10, Embed.ded headed stud or J-bolt of equal Embed.ment or approved equal.
Where (2) anchors are specified, the SCB, SSB or SSBS w/SLDB-2000 is required for attachment to structure. (Ref. Page
H5 and X9)
Where (4) anchors are specified, the SCB or SSB w/SLDB-4000 is required for attachment to structure. (Ref. Page H6 and
X10)
All SSB brace members tabulated are steel angle. Factory 2.7 mm formed channel strut may be used in lieu of steel angle.
All SSBS brace members tabulated are 12ga strut channels.
Maximum Weight per Foot (lbs.) for Specified ‘g’ Loads * Option 1 Option 2 Steel
at Maximum Transverse Brace Spacings (ft.) ** Bolt
Cable SSB/ Minimum Weld
0.25g 0.5g 1.0g SCB Dia. SSBS Brace Size Qty Dia. Size
20 ft. 30 ft. 40 ft. 20 ft. 30 ft. 40 ft. 20 ft. 30 ft. 40 ft. Size (in) Size (in) Req’d (mm) (mm)
136 91 68 68 45 34 34 23 17 SCB-1 1/8 SSBS 15/8 x 15/8 Strut 1 1/2 1/8
288 192 144 144 96 72 72 48 36 SCB-2 3/16 SSBS 15/8 x 15/8 Strut 1 5/8 1/8
440 293 220 220 147 110 110 73 55 SCB-3 1/4 SSB-3 L4 x 4 x 1/4 1 3/4 3/16
888 592 444 444 296 222 222 148 111 SCB-4 3/8 SSB-4 L4 x 4 x 1/4 1 11/4 3/16
* Maximum weight per foot for up to 1:1 brace angle from horizontal.
For up to 1.5:1 brace angle from horizontal, divide weight per foot by 1.5; for 2:1 brace angle, divide by 2.
Example: Reduce the maximum weight of 45 lbs/ft at 0.5g input for a 1.5:1 brace angle ratio as follows,
45/1.5 = 30 lbs/ft.
For maximum weight per foot at ‘g’ forces other than those listed, divide the 1.0g weight per foot by the desired ‘g’ force.
Example: Consider a 0.74g input, for a maximum weight of 17 lbs/ft from the 1.0g chart above, the adjusted weight
per foot = 17/0.74 = 22 lbs/ft.
** For trapeze supported systems requiring SCB/SSBS to SCB/SSB-3 and SSB-4, the maximum longitudinal brace
spacing = 2 times the maximum transverse spacing, not to exceed 80 feet. For trapeze supported systems requiring
an SCB-4, install SCB-4s transversely and SCBH-3s longitudinally every 40 feet. For individually supported systems,
the maximum longitudinal brace spacing = the maximum transverse brace spacing.
Special Note: The Structural Engineer of Record shall verify the seismic loads applied by the
SCB/SSB/SSBS to the structure are acceptable. Refer to Pages H7 to H12
for the maximum seismic loads.
NOTES:
Anchorage is based on attachment with a Standard ASTM A307 Quality Bolts or E70xx Electrode Welds.
All SSB brace members tabulated are steel angle. Factory 12ga formed channel strut may be used in lieu of steel angle.
All SSBS brace members tabulated are 12ga strut channels.
Page
Maximum Weight per Meter (kg) for Specified ‘g’ Loads * Option 1 Option 2 Steel
at Maximum Transverse Brace Spacings (m) ** Bolt
Cable SSB/ Minimum Weld
0.25g 0.5g 1.0g SCB Dia. SSBS Brace Size Qty Dia. Size
6.1m 9.1m 12.2m 6.1m 9.1m 12.2m 6.1m 9.1m 12.2m Size (mm) Size (mm) Req’d (mm) (mm)
202 135 101 101 67 51 51 34 25 SCB-1 3 SSBS 41 x 41 Strut 1 13 3
429 286 214 214 143 107 107 71 54 SCB-2 5 SSBS 41 x 41 Strut 1 16 3
655 437 327 327 218 164 164 109 82 SCB-3 6 SSB-3 L102 x 102 x 6 1 19 5
1321 881 661 661 440 330 330 220 165 SCB-4 10 SSB-4 L102 x 102 x 6 1 32 5
* Maximum weight per meter for up to 1:1 brace angle from horizontal.
For up to 1.5:1 brace angle from horizontal, divide weight per meter by 1.5; for 2:1 brace angle, divide by 2.
Example: Reduce the maximum weight of 67 kg/m at 0.5g input for a 1.5:1 brace angle ratio as follows,
67/1.5 = 44 kg/m.
For maximum weight per meter at ‘g’ forces other than those listed, divide the 1.0g weight per meter by the desired ‘g’ force.
Example: Consider a 0.74g input, for a maximum weight of 54 kg/m from the 1.0g chart above, the adjusted weight
per meter = 54/0.74 = 72 kg/m.
** For trapeze supported systems requiring SCB/SSBS to SCB/SSB-3 and SSB-4, the maximum longitudinal brace
spacing = 2 times the maximum transverse spacing, not to exceed 24.4 m. For trapeze supported systems requiring
an SCB-4, install SCB-4s transversely and SCBH-3s longitudinally every 12.2 m. For individually supported systems,
the maximum longitudinal brace spacing = the maximum transverse brace spacing.
Special Note: The Structural Engineer of Record shall verify the seismic loads applied by the
SCB/SSB/SSBS to the structure are acceptable. Refer to Pages H7 to H12
for the maximum seismic loads.
NOTES:
Anchorage is based on attachment with a Standard ASTM A307 Quality Bolts or E70xx Electrode Welds.
All SSB brace members tabulated are steel angle. Factory 2.7 mm formed channel strut may be used in lieu of steel angle.
All SSB brace members tabulated are 12ga strut channel.
Maximum Weight per Foot (lbs.) for Specified ‘g’ Loads * Option 1 Option 2 Lag
at Maximum Transverse Brace Spacings (ft.) ** Screw
Cable SSB/ Minimum
0.25g 0.5g 1.0g SCB Dia. SSBS Brace Size Qty Dia. Embed.
20 ft. 30 ft. 40 ft. 20 ft. 30 ft. 40 ft. 20 ft. 30 ft. 40 ft. Size (in) Size (in) Req’d (in) (in)
48 32 24 24 16 12 12 8 6 SCB-1 1/8 SSBS 15/8 x 15/8 Strut 1 1/2 4
72 48 36 36 24 18 18 12 9 SCB-2 3/16 SSBS 15/8 x 15/8 Strut 1 5/8 5
96 64 48 48 32 24 24 16 12 SCB-3 1/4 SSB-3 L4 x 4 x 1/4 1 3/4 6
* Maximum weight per foot for up to 1:1 brace angle from horizontal.
For up to 1.5:1 brace angle from horizontal, divide weight per foot by 1.5; for 2:1 brace angle, divide by 2.
Example: Reduce the maximum weight of 16 lbs/ft at 0.5g input for a 1.5:1 brace angle ratio as follows,
16/1.5 = 10 lbs/ft.
For maximum weight per foot at ‘g’ forces other than those listed, divide the 1.0g weight per foot by the desired ‘g’ force.
Example: Consider a 0.74g input, for a maximum weight of 12 lbs/ft from the 1.0g chart above, the adjusted weight
per foot = 12/0.74 = 16 lbs/ft.
** For trapeze supported systems, the maximum longitudinal brace spacing is 2 times the transverse brace spacing not
to exceed 80 feet. For individually supported systems, the maximum longitudinal brace spacing = the maximum
transverse brace spacing.
Special Note: The Structural Engineer of Record shall verify the seismic loads applied by the
SCB/SSB/SSBS to the structure are acceptable. Refer to Page H13 for the
maximum seismic loads.
NOTES:
Anchorage is based on attachment with Lag Screws, 1991 National Design Specification Tables 9.2A & 9.3B.
All SSB brace members tabulated are steel angle. Factory 12ga formed channel strut may be used in lieu of steel angle.
All SSBS brace members tabulated are 12ga strut channel.
Page
Maximum Weight per Meter (kg) for Specified ‘g’ Loads * Option 1 Option 2 Lag
at Maximum Transverse Brace Spacings (m) ** Screw
Cable SSB/ Minimum
0.25g 0.5g 1.0g SCB Dia. SSBS Brace Size Qty Dia. Embed.
6.1m 9.1m 12.2m 6.1m 9.1m 12.2m 6.1m 9.1m 12.2m Size (mm) Size (mm) Req’d (mm) (mm)
71 48 36 36 24 18 18 12 9 SCB-1 3 SSBS 41 x 41 Strut 1 13 102
107 71 54 54 36 27 27 18 13 SCB-2 5 SSBS 41 x 41 Strut 1 16 127
143 95 71 71 48 36 36 24 18 SCB-3 6 SSB-3 L102 x 102 x 6 1 19 152
* Maximum weight per meter for up to 1:1 brace angle from horizontal.
For up to 1.5:1 brace angle from horizontal, divide weight per meter by 1.5; for 2:1 brace angle, divide by 2
Example: Reduce the maximum weight of 24 kg/m at 0.5g input for a 1.5:1 brace angle ratio as follows,
24/1.5 = 16 kg/m.
For maximum weight per meter at ‘g’ forces other than those listed, divide the 1.0g weight per meter by the desired ‘g’ force.
Example: Consider a 0.74g input, for a maximum weight of 18 kg/m from the 1.0g chart above, the adjusted weight
per meter = 18/0.74 = 24 kg/m.
** For trapeze supported systems, the maximum longitudinal brace spacing is 2 times the transverse spacing
not to exceed 24.4 m. For individually supported systems, the maximum longitudinal brace spacing = the
maximum transverse brace spacing.
Special Note: The Structural Engineer of Record shall verify the seismic loads applied by the
SCB/SSB/SSBS to the structure are acceptable. Refer to Page H13 for the
maximum seismic loads.
NOTES:
Anchorage is based on attachment with Lag Screws, 1991 National Design Specification Tables 9.2A & 9.3B.
All SSB brace members tabulated are steel angle. Factory 2.7 mm formed channel strut may be used in lieu of steel angle.
All SSBS brace members tabulated are 12ga strut channel.
Maximum Maximum
Support Unbraced Braced Max. Angle Brace Strut
SCB or SSB Rod Dia. Rod Length Rod Length SRC UC Spacing Size Channel
Size (in) (in) (in) Size Size (in) (in) Size
0 3/8 13 96 1 1 22 1 x 1 x 1/8
1/2 19 96 1 1 31 1 x 1 x 1/8
1/2 19 120 11/2 1 31 11/2 x 11/2 x 1/4 15/8 x 15/8
1
5/8 31 96 1 2 39 1 x 1 x 1/8 x 12
5/8 31 120 11/2 2 39 11/2 x 11/2 x 1/4 GAUGE
5/8 21 96 1 2 39 1 x 1 x 1/8
3/4 32 144 11/2 2 48 11/2 x 11/2 x 1/4
2
7/8 44 132 11/2 56 11/2 x 11/2 x 1/4
7/8 44 144 2 56 2 x 2 x 1/4
3/4 26 144 11/2 2 48 11/2 x 11/2 x 1/4 15/8 x 15/8
7/8 36 132 11/2 56 11/2 x 11/2 x 1/4 x 12
3 7/8 36 144 2 56 2 x 2 x 1/4 GAUGE
1 47 144 2 65 2 x 2 x 1/4
11/8 59 144 2 73 2 x 2 x 1/4
1 33 144 2 65 2 x 2 x 1/4
4 11/8 42 144 2 73 2 x 2 x 1/4
11/4 54 144 2 82 2 x 2 x 1/4
NOTES:
Rod stiffeners are only required at the seismic restraint locations.
Rod stiffeners are required when the length of the rod exceeds the maximum unbraced length.
A minimum of (2) rod clamps are required per support rod to attach the “Angle or Strut Channel Brace” to the support rod.
Page
NOTES:
Rod stiffeners are only required at the seismic restraint locations.
Rod stiffeners are required when the length of the rod exceeds the maximum unbraced length.
A minimum of (2) rod clamps are required per support rod to attach the “Angle or Strut Channel Brace” to the support rod.
Maximum Weight
Maximum Maximum
Support per Foot(lbs.) Unbraced Braced Max. Angle Brace Strut
Rod Dia. for Specified ‘g’ Loads * Rod Length** Rod Length SRC UC Spacing Size Channel
(in) 0.25g 0.5g 1.0g (in) (in) Size Size (in) (in) Size
3/8 20 10 5 19 96 1 1 22 1 x 1 x 1/8
3/8 40 20 10 13 96 1 1 22 1 x 1 x 1/8
1/2 40 20 10 25 96 1 1 31 1 x 1 x 1/8
1/2 124 62 31 14 96 1 1 31 1 x 1 x 1/8
5/8 60 30 15 33 96 1 2 39 1 x 1 x 1/8
5/8 144 72 36 21 96 1 2 39 1 x 1 x 1/8 15/8 x 15/8
1/2 80 40 20 18 120 11/2 1 31 11/2 x 11/2 x 1/4 x 12
1/2 120 60 30 14 120 11/2 1 31 11/2 x 11/2 x 1/4 GAUGE
5/8 80 40 20 29 120 11/2 2 39 11/2 x 11/2 x 1/4
5/8 132 66 33 22 120 11/2 2 39 11/2 x 11/2 x 1/4
3/4 100 50 25 38 144 11/2 2 48 11/2 x 11/2 x 1/4
3/4 248 124 62 24 144 11/2 2 48 11/2 x 11/2 x 1/4
7/8 160 80 40 42 132 11/2 56 11/2 x 11/2 x 1/4
7/8 460 230 115 25 132 11/2 56 11/2 x 11/2 x 1/4
1 200 100 50 50 132 11/2 65 11/2 x 11/2 x 1/4
1 500 250 125 31 132 11/2 65 11/2 x 11/2 x 1/4
7/8 160 80 40 42 144 2 56 2 x 2 x 1/4
7/8 440 220 110 25 144 2 56 2 x 2 x 1/4
1 200 100 50 50 144 2 65 2 x 2 x 1/4
1 500 250 125 31 144 2 65 2 x 2 x 1/4
11/8 240 120 60 57 144 2 73 2 x 2 x 1/4
11/8 500 250 125 39 144 2 73 2 x 2 x 1/4
11/4 300 150 75 65 144 2 82 2 x 2 x 1/4
11/4 500 250 125 51 144 2 82 2 x 2 x 1/4
* Based on 40 foot brace spacing. For 20 and 30 foot brace spacing, multiply the weight per foot by 2 and 1.33, respectively.
For maximum weight per foot at ‘g’ forces other than those listed, divide the 1.0g weight per foot by the desired ‘g’ force.
Example: Consider a 0.74g input, for a maximum weight of 10 lbs/ft from the 1.0g chart above, the adjusted weight
per foot = 10/0.74 = 13 lbs/ft.
** For maximum unbraced rod length at a maximum weight per foot other than those listed, interpolate between
maximum unbraced rod lengths of equal diameter.
Example: Consider maximum weights per foot of 75 and 125 with respective maximum unbraced rod lengths of
65 and 51. For 100 lbs/ft., the maximum unbraced rod length = 58".
NOTES:
Rod stiffeners are only required at the seismic restraint locations.
Rod stiffeners are required when the length of the rod exceeds the maximum unbraced length.
A minimum of (2) rod clamps are required per support rod to attach the “Angle or Strut Channel Brace” to the support rod.
Page
NOTES:
Rod stiffeners are only required at the seismic restraint locations.
Rod stiffeners are required when the length of the rod exceeds the maximum unbraced length.
A minimum of (2) rod clamps are required per support rod to attach the “Angle or Strut Channel Brace” to the support rod.
Page
A 41 x 41 x 2.7 Strut 2.8 3.6 7.7 3.3 1.5 9.9 4.8 1.7
Double A 41 x 41 x 2.7 Strut 5.7 7.2 38.7 9.4 2.3 19.9 9.6 1.7
B 41 x 83 x 2.7 Strut 4.5 5.8 45.5 10.2 2.8 18.1 8.8 1.8
Double B 41 x 83 x 2.7 Strut 9.1 11.6 258.7 31.3 4.7 36.3 17.6 1.8
C 51 x 51 x 3 Angle 2.5 3.1 7.9 2.1 1.6 7.9 2.1 1.6
D 51 x 51 x 6 Angle 4.7 6.1 14.5 4.0 1.5 14.5 4.0 1.5
E 75 x 75 x 6 Angle 7.3 9.3 51.6 9.5 2.4 51.6 9.5 2.4
F 102 x 102 x 6 Angle 9.8 12.5 – 17.2 3.2 126.5 17.2 3.2
G Double C76 x 6.1 12.2 15.6 138.2 36.1 3.0 16.4 6.6
H Double C102 x 8.0 16.1 20.5 320.5 63.3 4.0 26.6 9.3
J Double C127 x 10.0 19.9 25.4 623.5 98.3 5.0 39.9 12.4
K Double C152 x 12.2 24.4 31.0 1090.5 143.6 5.9 57.7 16.1
Maximum Allowable Trapeze Member Length (inches) at Longitudinal Seismic Brace Locations
Trapeze Single Strut Double Strut
Member 4 x 4 x 1/4 Angle 4 x 4 x 1/4 Tube Steel
15/8 x 15/8 x 12 Gage 15/8 x 15/8 x 12 Gage
Longitudinal
Brace 40 60 80 40 60 80 40 60 80 40 60 80
Spacing (ft)
10 120 120 112 120 120 120 120 120 120 120 120 120
20 72 63 56 120 120 120 120 120 120 120 120 120
30 48 42 37 120 102 88 120 120 120 120 120 120
Pipe / Duct Trapeze Weight (plf)
Properties
Trapeze Member
Sx Sy Ixx Fbx Fby
Single Strut: 15/8 x 15/8 x 12 Gage 0.172 0.247 0.157 25000 33250
Double Strut: 15/8 x 15/8 x 12 Gage 0.486 0.493 0.791 25000 33250
4 x 4 x 1/4 Angle 1.050 1.050 3.040 21600 28728
4 x 4 x 1/4 Tube Steel 4.110 4.110 8.220 23760 31601
NOTE: Strut properties are from the Power-Strut catalog, reduced 15% for pierced channels.
Page
PENDING
Dhiru Mali
Structural Engineer
California SE No. 2811
E3A
LONGITUDINAL AND ALL-DIRECTIONAL SEISMIC BRACE
TRAPEZE SUPPORT GUIDELINES FOR Fp = 0.25G
Maximum Allowable Trapeze Member Length (cm) at Longitudinal Seismic Brace Locations
59.5 92 80 71 232 196 169 305 305 305 305 305 305
74.4 73 64 56 186 156 135 305 290 251 305 305 305
89.3 61 53 47 155 130 112 287 242 209 305 305 305
104.2 52 45 40 132 112 96 246 207 179 305 305 305
119.1 46 40 35 116 98 84 215 181 156 305 305 305
133.9 40 35 31 103 87 75 191 161 139 305 305 305
148.8 36 32 93 78 67 172 145 125 305 305 305
186.0 74 62 54 138 116 100 305 305 305
223.2 62 52 45 115 96 83 305 305 305
260.4 53 44 38 98 83 71 305 305 305
297.6 46 39 33 86 72 62 305 305 270
372.0 37 31 69 58 50 297 250 216
Properties
Trapeze Member
Sx Sy Ixx Fbx Fby
Single Strut: 41 x 41 x 2.7 mm 2.814 4.039 6.545 1758 2338
Double Strut: 41 x 41 x 2.7 mm 7.967 8.079 32.90 1758 2338
Angle: 102 x 102 x 6 mm 17.21 17.21 126.5 1519 2020
Tube Steel: 102 x 102 x 6 mm 67.35 67.35 342.1 1670 2222
NOTE: Strut properties are from the Power-Strut catalog, reduced 15% for pierced channels.
Maximum Allowable Trapeze Member Length (inches) at Longitudinal Seismic Brace Locations
Trapeze Single Strut Double Strut
Member 4 x 4 x 1/4 Angle 4 x 4 x 1/4 Tube Steel
15/8 x 15/8 x 12 Gage 15/8 x 15/8 x 12 Gage
Longitudinal
Brace 40 60 80 40 60 80 40 60 80 40 60 80
Spacing (ft)
10 101 83 71 120 120 120 120 120 120 120 120 120
20 50 41 35 120 97 81 120 120 120 120 120 120
30 33 27 23 81 65 54 120 120 100 120 120 120
Pipe / Duct Trapeze Weight (plf)
Properties
Trapeze Member
Sx Sy Ixx Fbx Fby
Single Strut: 15/8 x 15/8 x 12 Gage 0.172 0.247 0.157 25000 33250
Double Strut: 15/8 x 15/8 x 12 Gage 0.486 0.493 0.791 25000 33250
4 x 4 x 1/4 Angle 1.050 1.050 3.040 21600 28728
4 x 4 x 1/4 Tube Steel 4.110 4.110 8.220 23760 31601
NOTE: Strut properties are from the Power-Strut catalog, reduced 15% for pierced channels.
Page
59.5 64 53 45 155 124 103 287 230 191 305 305 305
74.4 51 42 36 124 99 82 230 184 153 305 305 305
89.3 42 35 103 82 69 191 153 127 305 305 305
104.2 36 88 71 59 164 131 109 305 305 305
119.1 32 77 62 51 143 115 95 305 305 305
133.9 68 55 46 127 102 85 305 305 305
148.8 62 49 41 115 92 76 305 305 305
186.0 49 39 33 92 73 61 305 305 264
223.2 41 33 76 61 51 305 264 220
260.4 35 65 52 43 283 226 188
297.6 31 57 46 38 247 198 165
372.0 46 36 198 158 132
Properties
Trapeze Member
Sx Sy Ixx Fbx Fby
Single Strut: 41 x 41 x 2.7 mm 2.814 4.039 6.545 1758 2338
Double Strut: 41 x 41 x 2.7 mm 7.967 8.079 32.90 1758 2338
Angle: 102 x 102 x 6 mm 17.21 17.21 126.5 1519 2020
Tube Steel: 102 x 102 x 6 mm 67.35 67.35 342.1 1670 2222
NOTE: Strut properties are from the Power-Strut catalog, reduced 15% for pierced channels.
Maximum Allowable Trapeze Member Length (inches) at Longitudinal Seismic Brace Locations
Trapeze Single Strut Double Strut
Member 4 x 4 x 1/4 Angle 4 x 4 x 1/4 Tube Steel
15/8 x 15/8 x 12 Gage 15/8 x 15/8 x 12 Gage
Longitudinal
Brace 40 60 80 40 60 80 40 60 80 40 60 80
Spacing (ft)
10 77 62 52 120 120 117 120 120 120 120 120 120
20 38 31 26 91 71 58 120 120 108 120 120 120
30 25 20 17 61 47 39 113 88 72 120 120 120
Pipe / Duct Trapeze Weight (plf)
Properties
Trapeze Member
Sx Sy Ixx Fbx Fby
Single Strut: 15/8 x 15/8 x 12 Gage 0.172 0.247 0.157 25000 33250
Double Strut: 15/8 x 15/8 x 12 Gage 0.486 0.493 0.791 25000 33250
4 x 4 x 1/4 Angle 1.050 1.050 3.040 21600 28728
4 x 4 x 1/4 Tube Steel 4.110 4.110 8.220 23760 31601
NOTE: Strut properties are from the Power-Strut catalog, reduced 15% for pierced channels.
Page
PENDING
Dhiru Mali
Structural Engineer
California SE No. 2811
E3C
LONGITUDINAL AND ALL-DIRECTIONAL SEISMIC BRACE
TRAPEZE SUPPORT GUIDELINES FOR Fp = 0.75G
Maximum Allowable Trapeze Member Length (cm) at Longitudinal Seismic Brace Locations
Properties
Trapeze Member
Sx Sy Ixx Fbx Fby
Single Strut: 41 x 41 x 2.7 mm 2.814 4.039 6.545 1758 2338
Double Strut: 41 x 41 x 2.7 mm 7.967 8.079 32.90 1758 2338
Angle: 102 x 102 x 6 mm 17.21 17.21 126.5 1519 2020
Tube Steel: 102 x 102 x 6 mm 67.35 67.35 342.1 1670 2222
NOTE: Strut properties are from the Power-Strut catalog, reduced 15% for pierced channels.
Maximum Allowable Trapeze Member Length (inches) at Longitudinal Seismic Brace Locations
Trapeze Single Strut Double Strut
Member 4 x 4 x 1/4 Angle 4 x 4 x 1/4 Tube Steel
15/8 x 15/8 x 12 Gage 15/8 x 15/8 x 12 Gage
Longitudinal
Brace 40 60 80 40 60 80 40 60 80 40 60 80
Spacing (ft)
10 62 50 41 120 113 91 120 120 120 120 120 120
20 31 25 20 73 56 45 120 104 84 120 120 120
30 20 16 13 48 37 30 90 69 56 120 120 120
Pipe / Duct Trapeze Weight (plf)
Properties
Trapeze Member
Sx Sy Ixx Fbx Fby
Single Strut: 15/8 x 15/8 x 12 Gage 0.172 0.247 0.157 25000 33250
Double Strut: 15/8 x 15/8 x 12 Gage 0.486 0.493 0.791 25000 33250
4 x 4 x 1/4 Angle 1.050 1.050 3.040 21600 28728
4 x 4 x 1/4 Tube Steel 4.110 4.110 8.220 23760 31601
NOTE: Strut properties are from the Power-Strut catalog, reduced 15% for pierced channels.
Page
PENDING
Dhiru Mali
Structural Engineer
California SE No. 2811
E3D
LONGITUDINAL AND ALL-DIRECTIONAL SEISMIC BRACE
TRAPEZE SUPPORT GUIDELINES FOR Fp = 1.00G
Maximum Allowable Trapeze Member Length (cm) at Longitudinal Seismic Brace Locations
Properties
Trapeze Member
Sx Sy Ixx Fbx Fby
Single Strut: 41 x 41 x 2.7 mm 2.814 4.039 6.545 1758 2338
Double Strut: 41 x 41 x 2.7 mm 7.967 8.079 32.90 1758 2338
Angle: 102 x 102 x 6 mm 17.21 17.21 126.5 1519 2020
Tube Steel: 102 x 102 x 6 mm 67.35 67.35 342.1 1670 2222
NOTE: Strut properties are from the Power-Strut catalog, reduced 15% for pierced channels.
The following table defines upper support member sizes for maximum
extension E of 6" or 12".
E = 6" Maximum
Member Size (in)
Size Steel Angle 12 GA Strut
SCBH/SSBS 21/2 x 21/2 x 12ga 15/8 x 15/8
E = 12" Maximum
Member Size (in)
Size Steel Angle 12 GA Strut
SCBH/SSBS 21/2 x 21/2 x 3/16 15/8 x 15/8
SCBH/SSB-3 4 x 4 x 1/4
Page
The following table defines upper support member sizes for maximum
extension E of 152 or 305 mm.
E = 152 mm Maximum
Member Size (mm)
Size Steel Angle Strut
SCBH/SSBS 64 x 64 x 2.7 41 x 41 x 2.7
E = 305 mm Maximum
Member Size (mm)
Size Steel Angle Strut
SCBH/SSBS 64 x 64 x 5 41 x 41 x 2.7
SUPPORT STRUCTURE
1/4" (6 mm)
MAXIMUM
CLEARANCE INVERTED SEISMIC
REBOUND WASHER
AT RESTRAINT LOCATIONS
(DETAIL A)
1/4" (6 mm) PC30N ISOLATION HANGER
SEISMIC REBOUND WASHER
AT RESTRAINT LOCATIONS
SCB ANCHORAGE (DETAIL A)
REF. SECTION D ROD COUPLING
AND X1 1
SRC OR UC - SEISMIC ROD
CLAMP IF REQUIRED
1 REF. PAGE E1 OR E2
THREADED ROD
REF. PAGE E1 OR E2
ROD STIFFENER
SCBH ONLY SHOWN IN IF REQUIRED
TRANSVERSE DIRECTION REF. PAGE E1 AND E2
FOR CLARITY. ADDITIONAL AND X5 OR X5A
SCBHs ARE REQUIRED AS
SHOWN IN PLAN VIEW BELOW. PIPE CLAMP OR U-BOLT
TRAPEZE SUPPORT
REF. PAGE E3
AIRCRAFT CABLE
REF. SECTION D RW - Rebound Washer
SCBH - SEISMIC
CABLE BRACE HOOK DETAIL A
OR SCB-4 AT TRANSVERSE BONDED
LOCATION WHEN REQUIRED STEEL
WASHER
REF. SECTION D AND X1 OR x2
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page B1. Brace angle ratio may
be increased to 2 (vert.): 1 (horiz.). Refer to section A for limitations. Refer to page X2 for proper installation of
the SCBHs.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
NOTE 3: Install with hanger box snug to upper rebound washer, with washer tight to overhead surface. Upper hanger
element deflects under load, leaving space on top.
Page
SUPPORT STRUCTURE
1/4" (6 mm)
MAXIMUM
CLEARANCE INVERTED SEISMIC REBOUND
WASHER AT RESTRAINT
LOCATIONS (DETAIL A)
1/4" (6 mm) PC30N ISOLATION HANGER
SEISMIC REBOUND WASHER
SCB ANCHORAGE AT RESTRAINT LOCATIONS
REF. SECTION D (DETAIL A)
AND X1 ROD COUPLING
1
SRC OR UC - SEISMIC ROD
CLAMP IF REQUIRED
1 REF. PAGE E1 OR E2
THREADED ROD
REF. PAGE E1 OR E2
ROD STIFFENER
REF. PAGE E1 OR E2
RW - Rebound Washer AND X5 OR X5A
DETAIL A BONDED
STEEL TRAPEZE SUPPORT
WASHER REF. PAGE E3
AIRCRAFT CABLE
REF. SECTION D
SCBH-SEISMIC CABLE
BRACE HOOK OR SCB-4
AT TRANSVERSE
LOCATION WHEN REQUIRED
REF. SECTION D AND X1 OR X2
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page B1. Brace angle
ratio may be increased to 2 (vert.): 1 (horiz.). Refer to section A for limitations. Refer to page X2 for proper
installation of the SCBHs.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
NOTE 3: Install with hanger box snug to upper rebound washer, with washer tight to overhead surface. Upper hanger
element deflects under load, leaving space on top.
F2 Dhiru Mali
Structural Engineer
California SE No. 2811
Bill Staehlin (916) 654-3362
LONGITUDINAL SEISMIC CABLE BRACE HOOK GUIDELINES
FOR SPRING-ISOLATED TRAPEZE SUPPORTED PIPE/CONDUIT
SUPPORT STRUCTURE
INVERTED SEISMIC
1/4" (6 mm)
REBOUND WASHER
MAXIMUM AT RESTRAINT LOCATIONS (DETAIL A)
CLEARANCE
PC30N ISOLATION HANGER
SEISMIC REBOUND WASHER
AT RESTRAINT LOCATIONS (DETAIL A)
1/4" (6 mm)
ROD COUPLING
1 SRC OR UC - SEISMIC ROD
SCB ANCHORAGE CLAMP IF REQUIRED
REF. SECTION D 1 REF. PAGE E1 OR E2
AND X1 THREADED ROD
REF. PAGE E1 OR E2
RW - Rebound Washer
AIRCRAFT CABLE
REF. SECTION D
SCBH - SEISMIC
CABLE BRACE HOOK
REF. SECTION D AND X2
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page B1. Brace angle ratio may be
increased to 2 (vert.): 1 (horiz.). Refer to section A for limitations. Refer to page X2 for proper installation of the SCBHs.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
NOTE 3: Install with hanger box snug to upper rebound washer, with washer tight to overhead surface. Upper hanger
element deflects under load, leaving space on top.
Page
SUPPORT STRUCTURE
ROD COUPLING
IF REQUIRED
AIRCRAFT CABLE
REF. SECTION D
SCBH - SEISMIC
CABLE BRACE HOOK
OR SCB-4 AT TRANSVERSE
LOCATION WHEN REQUIRED
REF. SECTION D AND X2
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page E1 or E2.
Brace angle ratio may be increased to 2 (vert): 1 (horiz.). Refer to section D for limitations. Refer
to page X2 for proper installation of the SCBHs.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
F4 Dhiru Mali
Structural Engineer
California SE No. 2811
Bill Staehlin (916) 654-3362
TRANSVERSE SEISMIC CABLE BRACE HOOK GUIDELINES
FOR TRAPEZE SUPPORTED PIPE/CONDUIT
SUPPORT STRUCTURE
ROD COUPLING
IF REQUIRED
TRAPEZE SUPPORT
REF. PAGE E3
AIRCRAFT CABLE
REF. SECTION D
SCBH - SEISMIC
CABLE BRACE HOOK
OR SCB-4 AT TRANSVERSE
LOCATION WHEN REQUIRED
REF. SECTION D AND X2
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page E1 or E2.
Brace angle ratio may be increased to 2 (vert): 1 (horiz.). Refer to section D for limitations.
Refer to page X2 for proper installation of SCBHs.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
Page
SUPPORT STRUCTURE
ROD COUPLING
IF REQUIRED
AIRCRAFT CABLE
REF. SECTION D
SCBH - SEISMIC
CABLE BRACE HOOK
REF. SECTION D AND X2
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page E1 or E2.
Brace angle ratio may be increased to 2 (vert): 1 (horiz.). Refer to section D for limitations.
Refer to page X2 for proper installation of SCBHs.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
MASON INDUSTRIES, Inc. APPROVED
Manufacturers of Vibration Control Products
NY Mailing Address: PO Box 410, Smithtown, NY 11787 California Office of Statewide
350 Rabro Drive 2101 W. Crescent Ave., Suite D Health Planning and Development
Hauppauge, NY 11788 Anaheim, CA 92801
631/348-0282 714/535-2727 FIXED EQUIPMENT ANCHORAGE
FAX 631/348-0279 FAX 714/535-5738
Info@Mason-Ind.com Info@MasonAnaheim.com
OPA-0349 August 5, 2002
Page
F6 Dhiru Mali
Structural Engineer
California SE No. 2811
Bill Staehlin (916) 654-3362
ALL-DIRECTIONAL SEISMIC SOLID BRACE GUIDELINES
FOR TRAPEZE SUPPORTED PIPE/CONDUIT
SUPPORT STRUCTURE
SUPPORT ANCHORAGE
REF. SECTION K
ROD COUPLING
IF REQUIRED
SRC OR UC - SEISMIC
SSB/SSBS ROD CLAMP IF REQUIRED
ANCHORAGE REF. PAGE E1 OR E2
REF. SECTION D
AND X4 1 THREADED ROD
REF. PAGE E1 OR E2
TRAPEZE SUPPORT
REF. PAGE E3
STEEL BRACE OR
STRUT CHANNEL
MAXIMUM 9'-6" (2.9m) SSB/SSBS E BOLT DIA.
REF. SECTION D SIZE (in) (mm) (in) (mm)
SSBS-12 2 51 1/2 13
SSB/SSBS - SSBS-20, 25 21/2 64 5/8 16
SEISMIC SSB 3 76 3/4 19
SOLID BRACE SSB 41/2 114 11/4 32
REF. SECTION D
AND X4
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page E1 or E2.
Brace angle ratio may be increased to 2 (vert): 1 (horiz.). Refer to section A for limitations.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
Page
SUPPORT STRUCTURE
SUPPORT ANCHORAGE
REF. SECTION K
ROD COUPLING
IF REQUIRED
TRAPEZE SUPPORT
REF. PAGE E3
STEEL BRACE OR
STRUT CHANNEL
MAXIMUM 9'-6" (2.9m)
REF. SECTION D
SSB/SSBS - SEISMIC
SOLID BRACE
REF. SECTION D AND X4
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page E1 or E2.
Brace angle ratio may be increased to 2 (vert): 1 (horiz.). Refer to section D for limitations.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
F8 Dhiru Mali
Structural Engineer
California SE No. 2811
Bill Staehlin (916) 654-3362
LONGITUDINAL SEISMIC SOLID BRACE GUIDELINES
FOR TRAPEZE SUPPORTED PIPE/CONDUIT
SUPPORT STRUCTURE
SUPPORT ANCHORAGE
REF. SECTION K
ROD COUPLING
IF REQUIRED
STEEL BRACE OR
STRUT CHANNEL
MAXIMUM 9'-6" (2.9m)
REF. SECTION D
SSB/SSBS - SEISMIC
SOLID BRACE
REF. SECTION D AND X4
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page E1 or E2.
Brace angle ratio may be increased to 2 (vert): 1 (horiz.). Refer to section D for limitations.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
Page
SUPPORT STRUCTURE
1/4" (6 mm)
MAXIMUM
CLEARANCE INVERTED SEISMIC
REBOUND WASHER
AT RESTRAINT LOCATIONS
(DETAIL A)
1/4” (6 mm) PC30N ISOLATION HANGER
SCB ANCHORAGE SEISMIC REBOUND WASHER
REF. SECTION D AT RESTRAINT LOCATIONS
1 (DETAIL A)
ROD COUPLING
1 SRC OR UC - SEISMIC ROD
CLAMP IF REQUIRED
SCBH ONLY SHOWN IN REF. PAGE E1 OR E2
TRANSVERSE DIRECTION
FOR CLARITY. ADDITIONAL THREADED ROD
SCBHs ARE REQUIRED AS REF. PAGE E1 OR E2
SHOWN IN PLAN VIEW BELOW.
ROD STIFFENER
ADDITIONAL UPPER SUPPORT DUCT IF REQUIRED
REF. PAGE E4 REF. PAGE E1 OR E2
AND X5 OR X5A
REQUIRED CLEARANCES
REF. PAGE H14
1” (25 mm)
SCBH OPTIONAL No. 10 SELF-TAPPING
ATTACHMENT DETAIL SHEET METAL SCREWS
MAXIMUM 12" (305 mm) O.C.
TRAPEZE SUPPORT
REF. PAGE E3
AIRCRAFT CABLE
REF. SECTION D RW - Rebound Washer
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page B1. Brace angle ratio may be
increased to 2 (vert.): 1 (horiz.). Refer to section A for limitations. Refer to page X2 for proper installation of the SCBHs.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
NOTE 3: Install with hanger box snug to upper rebound washer, with washer tight to overhead surface. Upper hanger
element deflects under load, leaving space on top.
SUPPORT STRUCTURE
1/4" (6 mm)
MAXIMUM
CLEARANCE INVERTED SEISMIC
REBOUND WASHER
AT RESTRAINT LOCATIONS
(DETAIL A)
1/4" (6 mm) PC30N ISOLATION HANGER
SCB ANCHORAGE SEISMIC REBOUND WASHER
REF. SECTION D AT RESTRAINT LOCATIONS
AND X1 1 (DETAIL A)
ROD COUPLING
1 SRC OR UC - SEISMIC ROD
CLAMP IF REQUIRED
REF. PAGE E1 OR E2
THREADED ROD
ADDITIONAL UPPER SUPPORT REF. PAGE E1 OR E2
REF. PAGE E4
ROD STIFFENER
DUCT IF REQUIRED
REQUIRED CLEARANCES
REF. PAGE H14 REF. PAGE E1 OR E2
AND X5 OR X5A
SCBH OPTIONAL
ATTACHMENT DETAIL 1" (25 mm)
AND X2
No. 10 SELF-TAPPING
SHEET METAL SCREWS
MAXIMUM 12" (305 mm) O.C.
TRAPEZE SUPPORT
REF. PAGE E3
AIRCRAFT CABLE
REF. SECTION D RW - Rebound Washer
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page B1. Brace angle ratio may be
increased to 2 (vert.): 1 (horiz.). Refer to section A for limitations. Refer to page X2 for proper installation of the SCBHs.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
NOTE 3: Install with hanger box snug to upper rebound washer, with washer tight to overhead surface. Upper hanger
element deflects under load, leaving space on top.
SUPPORT STRUCTURE
1/4" (6 mm)
MAXIMUM INVERTED SEISMIC
CLEARANCE REBOUND WASHER
AT RESTRAINT LOCATIONS
(DETAIL A)
1/4" (6 mm) PC30N ISOLATION HANGER
SEISMIC REBOUND WASHER
SCB ANCHORAGE 1 AT RESTRAINT LOCATIONS
REF. SECTION D (DETAIL A)
AND X1 ROD COUPLING
1
SRC OR UC - SEISMIC ROD
CLAMP IF REQUIRED
REF. PAGE E1 OR E2
THREADED ROD
REF. PAGE E1 OR E2
ADDITIONAL UPPER SUPPORT
REF. PAGE E3 ROD STIFFENER
IF REQUIRED
DUCT REF. PAGE E1 OR E2
REQUIRED CLEARANCES AND X5 OR X5A
REF. PAGE H14
TRAPEZE SUPPORT
REF. PAGE E3
No. 10 SELF-TAPPING
SHEET METAL SCREWS
MAXIMUM 12" (305 mm) O.C.
TOP AND BOTTOM
AIRCRAFT CABLE
REF. SECTION D
RW - Rebound Washer
1" (25 mm)
SCBH - SEISMIC
CABLE BRACE HOOK DETAIL A
REF. SECTION D BONDED
AND X2 STEEL
WASHER
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page B1. Brace angle ratio may be
increased to 2 (vert.): 1 (horiz.). Refer to section A for limitations. Refer to page X2 for proper installation of the SCBHs.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
NOTE 3: Install with hanger box snug to upper rebound washer, with washer tight to overhead surface. Upper hanger
element deflects under load, leaving space on top.
SUPPORT STRUCTURE
ROD COUPLING
REQUIRED CLEARANCES
REF. PAGE H14 No. 10 SELF-TAPPING
1" (25 mm) SHEET METAL SCREWS
MAXIMUM 12" (305 mm) O.C.
SCBH OPTIONAL
ATTACHMENT DETAIL
TRAPEZE SUPPORT
REF. PAGE E3
AIRCRAFT CABLE
REF. SECTION D
SCBH - SEISMIC
CABLE BRACE HOOK
REF. SECTION D AND X2
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page E1 or E2. Brace angle
ratio may be increased to 2 (vert.): 1 (horiz.). Refer to section D for limitations. Refer to page X2 for
proper installation of the SCBHs.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
Page
SUPPORT STRUCTURE
ROD COUPLING
DUCT
REQUIRED CLEARANCES
REF. PAGE H14
TRAPEZE SUPPORT
REF. PAGE E3
AIRCRAFT CABLE
REF. SECTION D
SCBH - SEISMIC
CABLE BRACE HOOK
REF. SECTION D AND X2
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page E1 or E2.
Brace angle ratio may be increased to 2 (vert.): 1 (horiz.). Refer to section D for limitations.
Refer to page X2 for proper installation of the SCBHs.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
SUPPORT STRUCTURE
ROD COUPLING
DUCT
REQUIRED CLEARANCES
REF. PAGE H14
TRAPEZE SUPPORT
REF. PAGE E3
No. 10 SELF-TAPPING
SHEET METAL SCREWS
MAXIMUM 12” (305 mm) O.C.
TOP AND BOTTOM
AIRCRAFT CABLE
REF. SECTION D
1" (25 mm)
SCBH - SEISMIC
CABLE BRACE HOOK
REF. SECTION D AND X2
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page E1 or E2.
Brace angle ratio may be increased to 2 (vert.): 1 (horiz.). Refer to section D for limitations.
Refer to page X2 for proper installation of the SCBHS.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
Page
SUPPORT STRUCTURE
SUPPORT ANCHORAGE
REF. SECTION K
ROD COUPLING
SRC OR UC - SEISMIC
ROD CLAMP IF REQUIRED
REF. PAGE E1 OR E2
SSB/SSBS
ANCHORAGE
REF. SECTION D THREADED ROD
AND X4 1 REF. PAGE E1 OR E2
A307 BOLT
REF. CHART No. 10 SELF-TAPPING
1" (25 mm) SHEET METAL SCREWS
BELOW
MAXIMUM 12” (305 mm)
TRAPEZE SUPPORT
REF. PAGE E3
STEEL BRACE OR
STRUT CHANNEL
MAXIMUM 9'-6" (2.9 m)
REF. SECTION D SSB/SSBS E BOLT DIA.
SIZE (in) (mm) (in) (mm)
SSB/SSBS - SEISMIC SSBS-12 2 51 1/2 13
SOLID BRACE SSBS-20, 25 21/2 64 5/8 16
REF. SECTION D SSB-3 3 76 3/4 19
AND X4
SSB-4 41/2 114 11/4 32
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page E1 or E2.
Brace angle ratio may be increased to 2 (vert): 1 (horiz.). Refer to section D for limitations.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
SUPPORT STRUCTURE
SUPPORT ANCHORAGE
REF. SECTION K
ROD COUPLING
SRC OR UC - SEISMIC
ROD CLAMP IF REQUIRED
SSB/SSBS REF. PAGE E1 OR E2
ANCHORAGE
REF. SECTION D
AND X4 THREADED ROD
1 REF. PAGE E1 OR E2
No. 10 SELF-TAPPING
1" (25 mm) SHEET METAL SCREWS
MAXIMUM 12” (305 mm) O.C.
TRAPEZE SUPPORT
REF. PAGE E3
STEEL BRACE OR
STRUT CHANNEL
MAXIMUM 9'-6" (2.9m)
REF. SECTION D
SSB/SSBS - SEISMIC
SOLID BRACE
REF. SECTION D
AND X4
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page E1 or E2.
Brace angle ratio may be increased to 2 (vert): 1 (horiz.). Refer to section D for limitations.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
Page
SUPPORT STRUCTURE
SUPPORT ANCHORAGE
REF. SECTION K
ROD COUPLING
SRC OR UC - SEISMIC
ROD CLAMP IF REQUIRED
1 REF. PAGE E1 OR E2
SSB/SSBS THREADED ROD
ANCHORAGE 1 REF. PAGE E1 OR E2
REF. SECTION D
AND X4 ROD STIFFENER ANGLE
IF REQUIRED
REF. PAGE E1 OR E2
AND X5 OR X5A
ADDITONAL UPPER
SUPPORT REF. PAGE E4
DUCT
REQUIRED CLEARANCES
REF. PAGE H14
TRAPEZE SUPPORT
REF. PAGE E3
No. 10 SELF-TAPPING
SHEET METAL SCREWS
MAXIMUM 12” (305 mm) O.C.
STEEL BRACE OR TOP AND BOTTOM
STRUT CHANNEL
MAXIMUM 9'-6" (2.9m)
REF. SECTION D
1" (25 mm)
SSB/SSBS
SEISMIC SOLID BRACE
REF. SECTION D AND X4
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page E1 or E2.
Brace angle ratio may be increased to 2 (vert): 1 (horiz.). Refer to section D for limitations.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
SUPPORT STRUCTURE
1/4" (6 mm)
MAXIMUM
CLEARANCE INVERTED SEISMIC REBOUND
WASHER AT RESTRAINT
LOCATIONS (DETAIL A)
1/4" (6 mm) PC30N ISOLATION HANGER
SCB ANCHORAGE
REF. SECTION D SEISMIC REBOUND WASHER
AND X1 AT RESTRAINT LOCATIONS
1 (DETAIL A)
ROD COUPLING
1 SRC OR UC - SEISMIC ROD
CLAMP IF REQUIRED
REF. PAGE E1 OR E2
DUCT THREADED ROD
REF. PAGE E1 OR E2
1” (25 mm) ROD STIFFENER
IF REQUIRED
REQUIRED CLEARANCES REF. PAGE E1 OR E2
REF. PAGE H14 AND X5 OR X5A
No. 10 SELF-TAPPING
SHEET METAL SCREWS
MAXIMUM 12” (305 mm) O.C.
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page B1. Brace angle ratio may be
increased to 2 (vert.): 1 (horiz.). Refer to section A for limitations. Refer to page X2 for proper installation of the SCBHs.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
NOTE 3: Install with hanger box snug to upper rebound washer, with washer tight to overhead surface. Upper hanger
element deflects under load, leaving space on top.
Page
SUPPORT STRUCTURE
1/4" (6 mm)
MAXIMUM
CLEARANCE INVERTED SEISMIC REBOUND
WASHER AT RESTRAINT
LOCATIONS (DETAIL A)
1/4" (6 mm) PC30N ISOLATION HANGER
SCB ANCHORAGE
REF. SECTION D SEISMIC REBOUND WASHER
AND X1 AT RESTRAINT LOCATIONS
1 (DETAIL A)
ROD COUPLING
1 SRC OR UC - SEISMIC ROD
CLAMP IF REQUIRED
REF. PAGE E1 OR E2
DUCT THREADED ROD
REF. PAGE E1 OR E2
1” (25 mm) ROD STIFFENER
IF REQUIRED
REQUIRED CLEARANCES REF. PAGE E1 OR E2
REF. PAGE H14 AND X5 OR X5A
No. 10 SELF-TAPPING
SHEET METAL SCREWS
MAXIMUM 12” (305 mm) O.C.
AIRCRAFT CABLE
REF. SECTION D
RW - Rebound Washer
SCBH - SEISMIC
CABLE BRACE HOOK DETAIL A BONDED
REF. SECTION D AND X2 STEEL
WASHER
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page B1. Brace angle ratio may be
increased to 2 (vert.): 1 (horiz.). Refer to section A for limitations. Refer to page X2 for proper installation of the SCBHs.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
NOTE 3: Install with hanger box snug to upper rebound washer, with washer tight to overhead surface. Upper hanger
element deflects under load, leaving space on top.
SUPPORT STRUCTURE
1/4" (6 mm)
MAXIMUM INVERTED SEISMIC
CLEARANCE REBOUND WASHER AT
RESTRAINT LOCATIONS (DETAIL A)
PC30N ISOLATION HANGER
1 1/4" (6 mm)
SEISMIC REBOUND WASHER
AT RESTRAINT LOCATIONS (DETAIL A)
SCB ANCHORAGE 1
REF. SECTION D ROD COUPLING
AND X1
SRC OR UC - SEISMIC ROD
CLAMP IF REQUIRED
REF. PAGE E1 OR E2
THREADED ROD
REF. PAGE E1 OR E2
ROD STIFFENER
IF REQUIRED
REQUIRED CLEARANCES REF. PAGE E1 OR E2
REF. PAGE H14 AND X5 OR X5A
(2) SHEET METAL STRAPS
21/2” x 12 GAGE
(64 mm x 2.7 mm)
No. 10 SELF-TAPPING
SHEET METAL SCREWS
MAXIMUM 12” (305 mm) O.C.
TOP AND BOTTOM
AIRCRAFT CABLE
REF. SECTION D
RW - Rebound Washer
SCBH - SEISMIC
CABLE BRACE HOOK
REF. SECTION D AND X2 DETAIL A BONDED
STEEL
WASHER
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page B1. Brace angle ratio may be
increased to 2 (vert.): 1 (horiz.). Refer to section A for limitations. Refer to page X2 for proper installation of the SCBHs.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
NOTE 3: Install with hanger box snug to upper rebound washer, with washer tight to overhead surface. Upper hanger
element deflects under load, leaving space on top.
Page
SUPPORT STRUCTURE
ROD COUPLING
REQUIRED CLEARANCES
REF. PAGE H14 No. 10 SELF-TAPPING
SHEET METAL SCREWS
MAXIMUM 12" (305 mm) O.C.
AIRCRAFT CABLE
REF. SECTION D
SCBH - SEISMIC
CABLE BRACE HOOK
REF. SECTION D AND X2
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page E1 or E2.
Brace angle ratio may be increased to 2 (vert.): 1 (horiz.). Refer to section D for limitations.
Refer to page X2 for proper installation of SCBHS.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
SUPPORT STRUCTURE
ROD COUPLING
REQUIRED CLEARANCES
REF. PAGE H14
No. 10 SELF-TAPPING
SHEET METAL SCREWS
MAXIMUM 12" (305 mm) O.C.
AIRCRAFT CABLE
REF. SECTION D
SCBH - SEISMIC
CABLE BRACE HOOK
REF. SECTION D AND X2
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page E1 or E2.
Brace angle ratio may be increased to 2 (vert.): 1 (horiz.). Refer to section D for limitations.
Refer to page X2 for proper installation of SCBHS.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
Page
SUPPORT STRUCTURE
ROD COUPLING
No. 10 SELF-TAPPING
SHEET METAL SCREWS
MAXIMUM 12" (305 mm) O.C.
TOP AND BOTTOM
AIRCRAFT CABLE
REF. SECTION D
SCBH - SEISMIC
CABLE BRACE HOOK
REF. SECTION D AND X2
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page E1 or E2.
Brace angle ratio may be increased to 2 (vert.): 1 (horiz.). Refer to section D for limitations.
Refer to page X2 for proper installation of SCBHs.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
SUPPORT STRUCTURE
SUPPORT ANCHORAGE
REF. SECTION K
ROD COUPLING
REQUIRED CLEARANCES
REF. PAGE H14
No. 10 SELF-TAPPING
SHEET METAL SCREWS
MAXIMUM 12" (305 mm) O.C.
STEEL BRACE OR
STRUT CHANNEL
MAXIMUM 9'-6" (2.9 mm)
REF. SECTION D
SSB/SSBS
SEISMIC SOLID BRACE
REF. SECTION D AND X4
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page E1 or E2.
Brace angle ratio may be increased to 2 (vert.): 1 (horiz.). Refer to section D for limitations.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
Page
SUPPORT STRUCTURE
SUPPORT ANCHORAGE
REF. SECTION K
ROD COUPLING
REQUIRED CLEARANCES
REF. PAGE H14
No. 10 SELF-TAPPING
SHEET METAL SCREWS
MAXIMUM 12" (305 mm) O.C.
STEEL BRACE OR
STRUT CHANNEL
MAXIMUM 9'-6" (2.9mm)
REF. SECTION D
SSB/SSBS
SEISMIC SOLID BRACE
REF. SECTION D AND X4
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page E1 or E2.
Brace angle ratio may be increased to 2 (vert.): 1 (horiz.). Refer to section D for limitations.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
SUPPORT STRUCTURE
SUPPORT ANCHORAGE
REF. SECTION K
ROD COUPLING
No. 10 SELF-TAPPING
SHEET METAL SCREWS
MAXIMUM 12" (305 mm) O.C.
TOP AND BOTTOM
STEEL BRACE OR
STRUT CHANNEL
MAXIMUM 9'-6" (2.9 mm)
REF. SECTION D
SSB/SSBS
SEISMIC SOLID BRACE
REF. SECTION D AND X4
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page E1 or E2.
Brace angle ratio may be increased to 2 (vert.): 1 (horiz.). Refer to section D for limitations.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
Page
SUPPORT STRUCTURE
ROD COUPLING
IF REQUIRED
TRAPEZE SUPPORT
REF. PAGE E3
AIRCRAFT CABLE
REF. SECTION D
SCBH - SEISMIC
CABLE BRACE HOOK
REF. SECTION D AND X2
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page E1 or E2.
Brace angle ratio may be increased to 2 (vert.): 1 (horiz.). Refer to section D for limitations.
Refer to page X2 for proper installation of SCBHs.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
SUPPORT STRUCTURE
ROD COUPLING
IF REQUIRED
TRAPEZE SUPPORT
REF. PAGE E3
AIRCRAFT CABLE
REF. SECTION D
SCBH - SEISMIC
CABLE BRACE HOOK
REF. SECTION D AND X2
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page E1 or E2.
Brace angle ratio may be increased to 2 (vert.): 1 (horiz.). Refer to section D for limitations.
Refer to page X2 for proper installation of SCBHs.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
Page
SUPPORT STRUCTURE
ROD COUPLING
IF REQUIRED
AIRCRAFT CABLE
REF. SECTION D
SCBH - SEISMIC
CABLE BRACE HOOK
REF. SECTION D AND X2
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page E1 or E2.
Brace angle ratio may be increased to 2 (vert.): 1 (horiz.). Refer to section D for limitations.
Refer to page X2 for proper installation of SCBHs.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
SUPPORT STRUCTURE
SUPPORT ANCHORAGE
REF. SECTION K
ROD COUPLING
IF REQUIRED
A307 BOLT
REF. CHART E
BELOW (min)
ELECTRICAL CABLE TRAY
TRAPEZE SUPPORT
REF. PAGE E3
STEEL BRACE OR
STRUT CHANNEL SSB/SSBS E BOLT DIA.
MAXIMUM 9'-6" (2.9 mm) SIZE (in) (mm) (in) (mm)
REF. SECTION D SSBS-12 2 51 1/2 13
SSBS-20, 25 21/2 64 5/8 16
SSB-3 3 76 3/4 19
SSB/SSBS
SEISMIC SOLID BRACE SSB-4 41/2 114 11/4 32
REF. SECTION D AND X4
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page E1 or E2.
Brace angle ratio may be increased to 2 (vert.): 1 (horiz.). Refer to section D for limitations.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
Page
SUPPORT STRUCTURE
SUPPORT ANCHORAGE
REF. SECTION K
ROD COUPLING
IF REQUIRED
TRAPEZE SUPPORT
REF. PAGE E3
STEEL BRACE OR
STRUT CHANNEL
MAXIMUM 9'-6" (2.9 mm)
REF. SECTION D
SSB/SSBS
SEISMIC SOLID BRACE
REF. SECTION D AND X4
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page E1 or E2.
Brace angle ratio may be increased to 2 (vert.): 1 (horiz.). Refer to section D for limitations.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
SUPPORT STRUCTURE
SUPPORT ANCHORAGE
REF. SECTION K
ROD COUPLING
SSB/SSBS IF REQUIRED
ANCHORAGE
REF. SECTION D
AND X4 SRC OR UC - SEISMIC ROD
CLAMP IF REQUIRED
REF. PAGE E1 OR E2
1
THREADED ROD
1 REF. PAGE E1 OR E2
STEEL BRACE OR
STRUT CHANNEL
MAXIMUM 9'-6" (2.9 mm)
REF. SECTION D
SSB/SSBS
SEISMIC SOLID BRACE
REF. SECTION D AND X4
NOTE 1: A rod stiffener angle may be required as shown. For additional information, ref. page E1 or E2.
Brace angle ratio may be increased to 2 (vert.): 1 (horiz.). Refer to section D for limitations.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
Page
LONGITUDINAL BRACE
TRANSVERSE BRACE
TRAPEZE SUPPORT
NOTE: Any or all brace locations are permitted to use the angle variation to meet field conditions.
TRANSVERSE BRACE
TRAPEZE SUPPORT
2.5° MAX 2.5° MAX
The angle variation may increase beyond 2.5° up to 15° provided both braces are skewed in the same
direction and a longitudinal brace occurs opposite the skewed angle direction as shown below.
Additionally, for trapeze piping there must be at least (2) pipes on the trapeze that vary by no more
than 1 pipe diameter.
TRANSVERSE BRACE
LONGITUDINAL BRACE
TIGHTLY PACKED FLOOR
PENETRATION WITHIN
MAX OFFSET LENGTH MAX OFFSET LENGTH
(REFER TO PAGE 26) (REFER TO PAGE 26)
NOTE: Any or all brace locations are permitted to use the angle variation to meet field conditions.
LONGITUDINAL BRACE
TRAPEZE SUPPORT
PIPE, DUCTWORK,
CABLE TRAY
OR CONDUIT
NOTE: Any or all brace locations are permitted to use the angle variation to meet field conditions.
SEE NOTE 2
15° MAX
TRAPEZE SUPPORT
PIPE, DUCTWORK,
CABLE TRAY
15° MAX OR CONDUIT
TRANSVERSE BRACE
LONGITUDINAL BRACE
NOTE 1: Any or all brace locations are permitted to use the angle variation to meet field conditions.
NOTE 2: Mason type SSBS components may be stacked at the hanger rod location as detailed. Mason type
SSB components cannot be stacked and must be installed as shown on pages F7, F16, F25 and F31.
TRAPEZE SUPPORT
2.5° MAX
The angle variation may increase beyond 2.5° up to 15° provided a longitudinal brace occurs
opposite the skewed angle direction as shown below.
Additionally, for trapeze piping there must be at least (2) pipes on the trapeze that vary by no more
than 1 pipe diameter.
TRANSVERSE BRACE
LONGITUDINAL BRACE (OR WALL WHERE
APPLICABLE) TIGHTLY PACKED FLOOR
PENETRATION WITHIN
MAX OFFSET LENGTH MAX OFFSET LENGTH
(REFER TO PAGE 26) (REFER TO PAGE 26)
NOTE: Any or all brace locations are permitted to use the angle variation to meet field conditions.
TRAPEZE SUPPORT
PIPE, DUCTWORK,
CABLE TRAY
OR CONDUIT
LONGITUDINAL BRACE
NOTE: Any or all brace locations are permitted to use the angle variation to meet field conditions.
DETAIL A
SRC INSTALLATION BONDED
STEEL
WASHER
INVERTED SEISMIC REBOUND
1/4" (6 mm)
WASHER (DETAIL A)
MAXIMUM
CLEARANCE SEISMIC REBOUND WASHER (DETAIL A)
E (See Notes)
1/4"
(6 mm)
1"
Max.
(25 mm)
Min.
MAXIMUM
E (See Notes) SRC
SPACING
MAXIMUM
STIFFENER
LENGTH MAXIMUM
SRC
MAXIMUM 1"
SPACING
SRC 1"
(25 mm) (25 mm)
SPACING Min. Min.
NOTE 1: E = 3" (76 mm) maximum for 1/4" 6 mm) to 1/2" (13 mm) rods, and E = 6" (152 mm) maximum for 5/8" (16 mm)
to 11/4" (32 mm) diameter rods. A minimum of (2) SRC Seismic Rod Clamps per stiffener angle are required. Ref.
Pages B1, E1 or E2 for Maximum Unbraced Rod Length, Maximum SRC Spacing and Maximum Stiffener Length.
NOTE 2: Install hanger boxes snug to upper rebound washer, with washer tight to overhead surface. Upper hanger
element deflects under load, leaving clearance on top.
NOTE 3: For Seismic Rebound Washer requirements, Ref. Section L and Page X11.
Page
UC INSTALLATION DETAIL A
BONDED
STEEL
INVERTED SEISMIC REBOUND WASHER
1/4" (6 mm)
WASHER (DETAIL A)
MAXIMUM SEISMIC REBOUND WASHER (DETAIL A)
CLEARANCE
E (See Notes)
1/4"
(6 mm) 1"
Max.
(25 mm)
Min.
MAXIMUM
E (See Notes) UC
SPACING
MAXIMUM
STRUT
LENGTH MAXIMUM
UC
MAXIMUM 1"
SPACING
1"
UC (25 mm)
SPACING (25 mm)
Min. Min.
NOTE 1: E = 3” (76 mm) maximum for 1/4” 6 mm) to 1/2” (13 mm) rods, and E = 6” (152 mm) maximum for 5/8” (16 mm)
to 11/4” (32 mm) diameter rods. A minimum of (2) UC Seismic Rod Clamps per stiffener angle are required. Ref.
Pages B1, E1 or E2 for Maximum Unbraced Rod Length, Maximum UC Spacing and Maximum Stiffener Length.
NOTE 2: Install hanger boxes snug to upper rebound washer, with washer tight to overhead surface. Upper hanger
element deflects under load, leaving clearance on top.
NOTE 3: For Seismic Rebound Washer requirements, Ref. Section L and Page X11.
G2 Dhiru Mali
Structural Engineer
California SE No. 2811
Bill Staehlin (916) 654-3362
SCB, SSB OR SSBS ATTACHMENT
TO A CONCRETE SLAB WITH (1) EXPANSION ANCHOR
ANCHOR EMBEDMENT
CONCRETE SLAB
EXPANSION ANCHOR
REF. PAGE X7
ANCHOR ANCHOR
EMBEDMENT EMBEDMENT
OPTIONAL OPTIONAL
HEADED STUD J-BOLT
Page
ANCHOR EMBEDMENT
EXPANSION ANCHOR
REF. PAGE X7
ANCHOR ANCHOR
EMBEDMENT EMBEDMENT
OPTIONAL OPTIONAL
HEADED STUD J-BOLT
NOTE: SCB AND SSBS Seismic Braces must be aligned with long axis of the SLDB-2000 as shown above.
H2 Dhiru Mali
Structural Engineer
California SE No. 2811
Bill Staehlin (916) 654-3362
SCB OR SSB ATTACHMENT
TO A CONCRETE SLAB WITH (4) EXPANSION ANCHORS
ANCHOR EMBEDMENT
EXPANSION ANCHOR
REF. PAGE X7
SCB - SEISMIC CABLE BRACE
REF. PAGE X1 CONCRETE SLAB
OR
SSB - SEISMIC SOLID BRACE
REF, PAGE X4 SLDB-2000, (2) BOLTS
REF. PAGE X8
ANCHOR ANCHOR
EMBEDMENT EMBEDMENT
OPTIONAL OPTIONAL
HEADED STUD J-BOLT
NOTE: SCB AND SSB Seismic Braces may be rotated in plan view to suit field conditions.
Page
ANCHOR EMBEDMENT
CONCRETE DECK
EXPANSION ANCHOR
REF. PAGE X7
ANCHOR ANCHOR
EMBEDMENT EMBEDMENT
OPTIONAL OPTIONAL
HEADED STUD J-BOLT
NOTE: SCB, SSB AND SSBS Seismic Braces may be rotated in plan view to suit field conditions.
H4 Dhiru Mali
Structural Engineer
California SE No. 2811
Bill Staehlin (916) 654-3362
SCB OR SSB ATTACHMENT
TO A CONCRETE DECK WITH (2) EXPANSION ANCHORS
ANCHOR EMBEDMENT
EXPANSION ANCHOR
REF. PAGE X7
CONCRETE DECK
ANCHOR ANCHOR
EMBEDMENT EMBEDMENT
OPTIONAL OPTIONAL
HEADED STUD J-BOLT
NOTE: SCB AND SSB Seismic Braces must be aligned with long axis of the SLDB-2000 as shown above.
Page
ANCHOR EMBEDMENT
EXPANSION ANCHOR
REF. PAGE X7
CONCRETE DECK
ANCHOR ANCHOR
EMBEDMENT EMBEDMENT
OPTIONAL OPTIONAL
HEADED STUD J-BOLT
NOTE: SCB AND SSB Seismic Braces may be rotated in plan view to suit field conditions.
H6 Dhiru Mali
Structural Engineer
California SE No. 2811
Bill Staehlin (916) 654-3362
SCB OR SSB BOLTED ATTACHMENT
TO A STRUCTURAL STEEL BEAM
NOTE 1: The structural engineer of record must check the structural steel for the seismic loads from the
seismic restraint system.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
Page
NOTE 1: The structural engineer of record must check the structural steel for the seismic loads from the
seismic restraint system.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
H8 Dhiru Mali
Structural Engineer
California SE No. 2811
Bill Staehlin (916) 654-3362
SCB OR SSB WELDED ATTACHMENT PERPENDICULAR
TO A STRUCTURAL STEEL MEMBER
SIDE VIEW FRONT VIEW
A307 BOLT
TYPE SACW BRACE CAN BE ROTATED
REF. PAGE X11 TO ANY ANGLE AS SHOWN
HORIZ.
b
b/2 b/2
25mm
ADDED STEEL t BRACE CAN BE ROTATED
ATTACHMENT TO ANY ANGLE AS SHOWN
d
SHEAR
TENSION
WIDE FLANGE BEAM
TUBE OR CHANNEL
3 SIDES
BRACES TO BE WELDED AS ø
SHOWN AT RIGHT
SIDE VIEW FRONT VIEW DO NOT BEND
BRACE PAST 90°
ADDED STEEL ATTACHMENT DIMENSIONS (mm)
BRACE WIDTH HEIGHT THICK- BOLT BOLT WELD
NESS HOLE HOLE DIA.
SIZE (b) (d) (t) (f) DIA. (Ø)
SCB-0 51 38 6 32 11 3
SSBS WELDED (3) SIDES
SCB-1 1/8"
SSB-1 76 51 6 38 14 3
SSBS-12
SCB-2 Mason Seismic E70XX Weld
SSB-2 102 64 10 51 17 5 Brace Size Diameter
SCB-0 2
SSBS-20
SCB/SSB-1 3
SCB-3 5
127 83 10 64 21 SCB/SSB-2 3
SSB-3
SCB/SSB SCB/SSB-3 5
SCB-4 WELDED
152 114 10 89 33 6 SCB/SSB-4 5
SSB-4 (2) SIDES
NOTE 1: The structural engineer of record must check the structural steel for the seismic loads from the
seismic restraint system.
NOTE 2: For tightening requirements of bolts, nuts and strut nuts reference H15.
Page
NOTE: The structural engineer of record must check the structural steel for the seismic loads from the
seismic restraint system.
NOTE: The structural engineer of record must check the structural steel for the seismic loads from the
seismic restraint system.
Page
NOTE: The structural engineer of record must check the structural steel for the seismic loads from the
seismic restraint system.
OPTION #2
LAG MIN.
SCREW EDGE STRUCTURAL WOOD MEMBER
DIA. DISTANCE (E)
1/2" 13mm 2" 51mm LAG SCREW
5/8" 16mm 21/2" 64mm
3/4" 19mm 3" 76mm SCB - SEISMIC CABLE BRACE
REF. PAGE X1
OR
SSB/SSBS - SEISMIC SOLID
BRACE REF. PAGE X4
MAXIMUM LAG/SCREW LOADS
TO STRUCTURE UP TO 2:1 BRACE ANGLE OPTION #1
SCB SCB/SSBS TENSION SHEAR
SIZE SIZE (Ibs) (kN) (Ibs) (kN)
1 SSBS-12 570 2.5 360 1.6
2 SSBS-20, 25 920 4.1 560 2.5
3 SSB-3 1330 5.9 760 3.4
NOTE: The structural engineer of record must check the structural wood member for the
seismic loads from the seismic restraint system.
Page
STANDARD STANDARD
STEEL WASHER STEEL WASHER
REQUIRED C REQUIRED 11/4"
E (32 mm) 21/2"
(64 mm)
C D E L
SIZE (in) (mm) (in) (mm) (in) (mm) (in) (mm)
FRONT ELEVATION SCBH-1 1 25 11/2 38 1 25 21/2 64 SIDE ELEVATION
SSBS-12 1 25 11/2 38 1 25 21/2 64
SCBH-2 13/4 44 21/4 57 13/4 44 3 76
SSBS-20,25 11/2 38 21/4 57 1 25 3 76
SCBH-3 2 51 25/8 67 2 51 4 102
STRUT
UPPER SSB-3 2 51 25/8 67 2 51 4 102
SUPPORT
1" (25 mm)
STANDARD STANDARD
STEEL WASHER STEEL WASHER
REQUIRED C REQUIRED 13/16"
E (21 mm) 15/8"
(41 mm)
NOTE: Ref. Page E4 for upper support sizes and maximum upper support extensions. The (E) dimension
listed above is the minimum extension required for SCBH/SSB clearance.
ADDITIONAL
LENGTH OF BOLT TIGHTENING
Up to and including
1/3 Turn
4 diameters
Over 4 diameters and
1/2 Turn TORQUE FOR STRUT NUTS
not more than 8 diameter
DIAMETER TORQUE
Over 8 diameter and not SIZE ft-lbs (N-m)
2/3 Turn
more than 12 diameter 3/8 19 25
1/2 50 70
5/8 100 135
3/4 125 170
Page
* The attachment point of the support rod to the structure must be designed to accept the addition of the
seismic tension load tabulated above and the gravity load of the item supported. THIS IS ONLY REQUIRED
FOR SUPPORT RODS WHERE THE SEISMIC SOLID BRACE IS ATTACHED.
Example: For a 10" diameter pipe supported by a minimum 7/8" diameter rod, assume the gravity
load is 800 lbs. The total tension load on the support rod
= 1445 lbs. (see table above) + 800 lbs. = 2245 lbs.
Select a concrete expansion anchor (Ref. Page X7), concrete insert anchor, or any other approved attachment
which can accept this total tension load.
To reduce the total tension load on the support rod to meet the allowable tension load of the attachment,
reduce the seismic brace spacing or the support spacing or both.
Example: Assume the total tension load on the support is 2245 lbs. from the example above. If the
allowable tension load of the attachment is 1400 lbs., reduce the brace spacing by 50% and the support
spacing by 20%. The revised total tension load on the support rod
= 1445 lbs. x 50% + 800 lbs. x 80% = 1362.5 lbs. < 1400 lbs.
Page
* The attachment point of the support rod to the structure must be designed to accept the addition of the
seismic tension load tabulated above and the gravity load of the item supported. THIS IS ONLY REQUIRED
FOR SUPPORT RODS WHERE THE SEISMIC SOLID BRACE IS ATTACHED.
Example: For a 254 mm diameter pipe supported by a minimum 22 mm diameter rod, assume the gravity
load is 3.6 kN. The total tension load on the support rod
= 6.5 kN (see table above) + 3.6 kN = 10.1 kN
Select a concrete expansion anchor (Ref. Page X7), concrete insert anchor, or any other approved attachment
which can accept this total tension load.
To reduce the total tension load on the support rod to meet the allowable tension load of the attachment,
reduce the seismic brace spacing or the support spacing or both.
Example: Assume the total tension load on the support is 10.1 kN. from the example above. If the
allowable tension load of the attachment is 6.3 kN, reduce the brace spacing by 50% and the support
spacing by 20%. The revised total tension load on the support rod
= 6.5 kN x 50% + 3.6 kN x 80% = 6.1 kN < 6.3 kN
* The attachment point of the support rod to the structure must be designed to accept the addition of the
seismic tension load tabulated above and the gravity load of the item supported. THIS IS ONLY REQUIRED
FOR SUPPORT RODS WHERE THE SEISMIC SOLID BRACE IS ATTACHED.
Example: For a 10" Diameter pipe supported by a minimum 7/8" diameter rod, assume the gravity
load is 800 lbs. The total tension load on the support rod
= 1380 lbs. (see table above) + 800 lbs. = 2180 lbs.
Select a concrete expansion anchor (Ref. Page X7), concrete insert anchor, or any other approved attachment
which can accept this total tension load.
To reduce the total tension load on the support rod to meet the allowable tension load of the attachment,
reduce the seismic brace spacing or the support spacing or both.
Example: Assume the total tension load on the support is 2180 lbs. from the example above. If the
allowable tension load of the attachment is 1400 lbs., reduce the brace spacing by 50% and the support
spacing by 20%. The revised total tension load on the support rod
= 1380 lbs. x 50% + 800 lbs. x 80% = 1330 lbs. < 1400 lbs.
Page
* The attachment point of the support rod to the structure must be designed to accept the addition of the
seismic tension load tabulated above and the gravity load of the item supported. THIS IS ONLY REQUIRED
FOR SUPPORT RODS WHERE THE SEISMIC SOLID BRACE IS ATTACHED.
Example: For a 254mm diameter pipe supported by a minimum 22mm diameter rod, assume the gravity
load is 3.6 kN. The total tension load on the support rod
= 6.2 kN (see table above) + 3.6 kN = 9.8 kN
Select a concrete expansion anchor (Ref. Page X7), concrete insert anchor, or any other approved attachment
which can accept this total tension load.
To reduce the total tension load on the support rod to meet the allowable tension load of the attachment,
reduce the seismic brace spacing or the support spacing or both.
Example: Assume the total tension load on the support is 9.8 kN. from the example above. If the
allowable tension load of the attachment is 6.3 kN, reduce the brace spacing by 50% and the support
spacing by 20%. The revised total tension load on the support rod
= 6.2 kN x 50% + 3.6 kN x 80% = 6.0 kN < 6.3 kN
* The attachment point of the support rod to the structure must be designed to accept the addition of the
seismic tension load tabulated above and the gravity load of the item supported. THIS IS ONLY REQUIRED
FOR SUPPORT RODS WHERE THE SEISMIC SOLID BRACE IS ATTACHED.
Example: For a 10" Diameter pipe supported by a minimum 7/8" diameter rod, assume the gravity
load is 800 lbs. The total tension load on the support rod
= 1445 lbs. (see table above) + 800 lbs. = 2245 lbs.
Select a concrete expansion anchor (Ref. Page X7), concrete insert anchor, or any other approved attachment
which can accept this total tension load.
To reduce the total tension load on the support rod to meet the allowable tension load of the attachment,
reduce the seismic brace spacing or the support spacing or both.
Example: Assume the total tension load on the support is 2245 lbs. from the example above. If the
allowable tension load of the attachment is 1400 lbs., reduce the brace spacing by 50% and the support
spacing by 20%. The revised total tension load on the support rod
= 1445 lbs. x 50% + 800 lbs. x 80% = 1362.5 lbs. < 1400 lbs.
Page
* The attachment point of the support rod to the structure must be designed to accept the addition of the
seismic tension load tabulated above and the gravity load of the item supported. THIS IS ONLY REQUIRED
FOR SUPPORT RODS WHERE THE SEISMIC SOLID BRACE IS ATTACHED.
Example: For a 254mm diameter pipe supported by a minimum 22mm diameter rod, assume the gravity
load is 3.6 kN. The total tension load on the support rod
= 6.5 kN (see table above) + 3.6 kN = 10.1 kN
Select a concrete expansion anchor (Ref. Page X7), concrete insert anchor, or any other approved attachment
which can accept this total tension load.
To reduce the total tension load on the support rod to meet the allowable tension load of the attachment,
reduce the seismic brace spacing or the support spacing or both.
Example: Assume the total tension load on the support is 1018 kg. from the example above. If the
allowable tension load of the attachment is 6.3 kN, reduce the brace spacing by 50% and the support
spacing by 20%. The revised total tension load on the support rod
= 6.5 kN x 50% + 3.6 kN x 80% = 6.2 kN < 6.3 kN
* The attachment point of the support rod to the structure must be designed to accept the addition of the
seismic tension load tabulated above and the gravity load of the item supported. THIS IS ONLY REQUIRED
FOR SUPPORT RODS WHERE THE SEISMIC SOLID BRACE IS ATTACHED.
Example: For a 10" Diameter pipe supported by a minimum 7/8" diameter rod, assume the gravity
load is 800 lbs. The total tension load on the support rod
= 350 lbs. (see table above) + 800 lbs. = 1150 lbs.
Select a concrete expansion anchor (Ref. Page X7), concrete insert anchor, or any other approved attachment
which can accept this total tension load.
To reduce the total tension load on the support rod to meet the allowable tension load of the attachment,
reduce the seismic brace spacing or the support spacing or both.
Example: Assume the total tension load on the support is 1150 lbs. from the example above. If the
allowable tension load of the attachment is 900 lbs., reduce the brace spacing by 50% and the support
spacing by 20%. The revised total tension load on the support rod
= 350 lbs. x 50% + 800 lbs. x 80% = 815 lbs. < 900 lbs.
Page
* The attachment point of the support rod to the structure must be designed to accept the addition of the
seismic tension load tabulated above and the gravity load of the item supported. THIS IS ONLY REQUIRED
FOR SUPPORT RODS WHERE THE SEISMIC SOLID BRACE IS ATTACHED.
Example: For a 254mm diameter pipe supported by a minimum 22mm diameter rod, assume the gravity
load is 3.6 kN. The total tension load on the support rod
= 1.6 kN (see table above) + 3.6 kN = 5.2 kN
Select a concrete expansion anchor (Ref. Page X7), concrete insert anchor, or any other approved attachment
which can accept this total tension load.
To reduce the total tension load on the support rod to meet the allowable tension load of the attachment,
reduce the seismic brace spacing or the support spacing or both.
Example: Assume the total tension load on the support is 5.2 kN. from the example above. If the
allowable tension load of the attachment is 4.0 kN, reduce the brace spacing by 50% and the support
spacing by 20%. The revised total tension load on the support rod
= 1.6 kN x 50% + 3.6 kN x 80% = 3.7 kN < 4.0 kN
EXPANSION ANCHOR
DESIGN FOR LOAD
ANCHOR EMBEDMENT
CONCRETE SLAB
STANDARD WASHER
RW - Rebound Washer
DETAIL A BONDED
STEEL
WASHER
PC30N ISOLATION HANGER
THREADED ROD
ATTACHMENT RW-REBOUND WASHER (DETAIL A)
AT RESTRAINT LOCATIONS
1"
(25 mm) 1/4" (6 mm) ROD COUPLING
MIN. ADJUSTED
CLEARANCE
ROD STIFFENER
IF REQUIRED
THREADED ROD
NOTE 1: For tightening requirements of bolts, nuts and strut nuts reference H15.
NOTE 2: Install with hanger box snug to upper rebound washer, with washer tight to overhead surface.
Upper hanger element deflects under load, leaving space on top.
EXPANSION ANCHOR
DESIGN FOR LOAD
ANCHOR EMBEDMENT
CONCRETE
DECK
STANDARD WASHER
RW - Rebound Washer
DETAIL A BONDED
STEEL
WASHER
PC30N ISOLATION HANGER
THREADED ROD
ATTACHMENT RW-REBOUND WASHER (DETAIL A)
AT RESTRAINT LOCATIONS
THREADED ROD
NOTE 1: For tightening requirements of bolts, nuts and strut nuts reference H15.
NOTE 2: Install with hanger box snug to upper rebound washer, with washer tight to overhead surface.
Upper hanger element deflects under load, leaving space on top.
L2 Dhiru Mali
Structural Engineer
California SE No. 2811
Anthony R. Pike (916) 654-3362
PC30N ISOLATION HANGER ATTACHMENT
TO A CONCRETE SLAB WITH (1) EMBEDDED HEADED STUD
CONCRETE SLAB
RW - Rebound Washer
DETAIL A BONDED
STEEL
WASHER
PC30N ISOLATION HANGER
THREADED ROD
NOTE 1: For tightening requirements of bolts, nuts and strut nuts reference H15.
NOTE 2: Install with hanger box snug to upper rebound washer, with washer tight to overhead surface.
Upper hanger element deflects under load, leaving space on top.
CONCRETE
DECK
ATTACHMENT ROD COUPLING
1/4" (6 mm) DEFLECTION OR THREADED SLEEVE
DETAIL A BONDED
STEEL
WASHER
PC30N ISOLATION HANGER
THREADED ROD
NOTE 1: For tightening requirements of bolts, nuts and strut nuts reference H15.
NOTE 2: Install with hanger box snug to upper rebound washer, with washer tight to overhead surface.
Upper hanger element deflects under load, leaving space on top.
RW - Rebound Washer
THREADED ROD
NOTE 1: For tightening requirements of bolts, nuts and strut nuts reference H15.
NOTE 2: Install with hanger box snug to upper rebound washer, with washer tight to overhead surface.
Upper hanger element deflects under load, leaving space on top.
RW - Rebound Washer
THREADED ROD
NOTE 1: For tightening requirements of bolts, nuts and strut nuts reference H15.
NOTE 2: Install with hanger box snug to upper rebound washer, with washer tight to overhead surface.
Upper hanger element deflects under load, leaving space on top.
L5 Dhiru Mali
Structural Engineer
California SE No. 2811
Anthony R. Pike (916) 654-3362
PC30N ISOLATION HANGER ATTACHMENT
TO A MODIFIED STRUCTURAL STEEL BEAM WITH (1) ANCHOR
RW - Rebound Washer
THREADED ROD
NOTE 1: For tightening requirements of bolts, nuts and strut nuts reference H15.
NOTE 2: Install with hanger box snug to upper rebound washer, with washer tight to overhead surface.
Upper hanger element deflects under load, leaving space on top.
STEEL PIPE
Pipe Insulation Weight per Foot (lbs)
Diameter Pipe Thickness
(in) Schedule (in) Pipe Water Insulation Total
1 40 1 1.7 0.4 0.7 2.8
11/4 40 1 2.3 0.7 0.8 3.8
11/2 40 1 2.7 0.9 0.9 4.5
2 40 1 3.7 1.5 1.0 6.2
21/2 40 1 5.8 2.1 1.2 9.1
3 40 1 7.6 3.2 1.3 12.1
4 40 1 11.0 5.5 1.8 18.3
5 40 11/2 15.0 8.7 2.9 26.6
6 40 11/2 19.0 12.5 3.3 34.8
8 40 11/2 29.0 22.0 4.1 55.1
10 40 11/2 41.0 34.0 5.2 80.2
12 40 11/2 54.0 49.0 6.0 109.0
14 30 11/2 55.0 60.0 7.0 122.0
16 30 11/2 63.0 79.0 7.5 150.0
18 30 11/2 82.0 100.0 8.0 190.0
20 20 11/2 79.0 126.0 8.5 214.0
24 20 11/2 95.0 184.0 10.0 289.0
COPPER PIPE
Pipe Insulation Weight per Foot (lbs)
Diameter Copper Thickness
(in) Type (in) Pipe Water Insulation Total
1 L 1 0.7 0.4 0.7 1.8
11/4 L 1 0.9 0.6 0.8 2.3
11/2 L 1 1.1 0.8 0.9 2.8
2 L 1 1.8 1.4 1.0 4.2
21/2 L 1 2.5 2.1 1.2 5.8
3 L 1 3.3 3.0 1.3 7.6
31/2 L 1 4.3 4.0 1.5 9.8
4 L 1 5.4 5.2 1.8 12.4
5 L 11/2 7.6 8.1 2.9 18.6
6 L 11/2 10.2 11.6 3.3 25.1
8 L 11/2 19.3 20.3 4.1 43.7
10 L 11/2 30.1 31.6 5.2 66.9
12 L 11/2 40.4 45.4 6.0 91.8
Page
STEEL PIPE
Pipe Insulation Weight per Meter (kg)
Diameter Pipe Thickness
(mm) Schedule (mm) Pipe Water Insulation Total
25 40 25 2.5 0.6 1.0 4.1
32 40 25 3.4 1.0 1.2 5.6
38 40 25 4.0 1.3 1.3 6.6
51 40 25 5.5 2.2 1.5 9.2
64 40 25 8.6 3.1 1.8 13.5
76 40 25 11.3 4.8 1.9 18.0
102 40 25 16.4 8.2 2.7 27.3
127 40 38 22.3 12.9 4.3 39.5
152 40 38 28.3 18.6 4.9 51.8
203 40 38 43.2 32.7 6.1 82.0
254 40 38 61.0 50.6 7.7 119.3
305 40 38 80.4 72.9 8.9 162.2
356 30 38 81.8 89.3 10.4 181.5
406 30 38 93.8 117.6 11.2 222.6
457 30 38 122.0 148.8 11.9 282.7
508 20 38 117.6 187.5 12.6 317.7
610 20 38 141.4 273.8 14.9 430.1
COPPER PIPE
Pipe Insulation Weight per Meter (kg)
Diameter Copper Thickness
(mm) Type (mm) Pipe Water Insulation Total
25 L 25 1.0 0.6 1.0 2.6
32 L 25 1.3 0.9 1.2 3.4
38 L 25 1.6 1.2 1.3 4.1
51 L 25 2.7 2.1 1.5 6.3
64 L 25 3.7 3.1 1.8 8.6
76 L 25 4.9 4.5 1.9 11.3
89 L 25 6.4 6.0 2.2 14.6
102 L 25 8.0 7.7 2.7 18.4
127 L 38 11.3 12.1 4.3 27.7
152 L 38 15.2 17.3 4.9 37.4
203 L 38 28.7 30.2 6.1 65.0
254 L 38 44.8 47.0 7.7 99.5
305 L 38 60.1 67.3 8.9 136.3
Page
STEEL CONDUIT
Max. Wt./Ft. of Conduit
Conduit Wall Conduit and Conductor (lbs)
Diameter Thickness Wt./Ft. Lead Not Lead
(in) (in) (lbs) Covered Covered
1/2 0.112 0.852 1.172 1.042
3/4 0.124 1.134 1.754 1.398
1 0.124 1.684 2.614 2.347
11/4 0.155 2.281 4.311 3.581
11/2 0.167 2.731 5.891 4.546
2 0.172 3.678 8.528 7.208
21/2 0.219 5.819 11.509 10.219
3 0.219 7.616 16.506 14.506
31/2 0.219 9.202 19.052 17.491
4 0.219 10.889 24.749 21.479
5 0.367 14.810 35.870 30.830
6 0.367 19.185 50.685 43.425
Page
STEEL CONDUIT
Max. Wt./m of Conduit
Conduit Wall Conduit and Conductor (kg)
Diameter Thickness Wt./m Lead Not Lead
(mm) (mm) (kg) Covered Covered
13 2.8 1.27 1.74 1.55
19 3.1 1.69 2.61 2.08
25 3.1 2.51 3.89 3.49
32 3.9 3.39 6.42 5.33
38 4.2 4.06 8.77 6.77
51 4.4 5.47 12.69 10.73
64 5.6 8.66 17.13 15.21
76 5.6 11.33 24.56 21.59
89 5.6 13.69 28.35 26.03
102 5.6 16.20 36.83 31.96
127 9.3 22.04 53.38 45.88
152 9.3 28.55 75.42 64.62
Page
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ANCHORAGE TO STRUCTURE
SUPPORT STRUCTURE
STABILIZER BAR
Page
PRESTRETCHED
GALVANIZED
AIRCRAFT CABLE
7 x 19 STRAND CORE D PRESTRETCHED
GALVANIZED AIRCRAFT CABLE
7 x 19 STRAND CORE
SCB-0
C
F
B TYPE SCB ASSEMBLY
A
RATINGS AS CONTROLLED
BY CABLE BREAKING STRENGTH
“H” OSHP Min.
BOLT DIA. Cable Max. Torque
E Diameter Ratings on Bolts
“G” Size (in) (mm) (lbs) (kN) (ft/lbs) (N/m)
HOLE DIA. SCB-0 1/16* 1.6 235 1.0 30 41
SCB-0 3/32* 2.4 460 2.1 30 41
SCB-0 3/32 2.4 500 2.2 30 41
SCB-1 1/8 3.0 975 4.3 25 34
SCB-2 3/16 5.0 2050 9.1 45 61
SCB-3 1/4 6.0 3150 14.0 55 75
SCB-4 3/8 10.0 6875 30.5 200 271
* 7 x 7 Strand Core
C
TYPE SCB ANCHOR DIMENSIONS (inches) (mm)
B Size A B C D E F G H
A 15/16 11/2 3/4 15/16 13/4 – 7/16 1/2
SCB-1 thru 4 SCB-0 33 38 19 24 44 – 13 13
“H”
BOLT DIA. D
E
SCBH-0
F
C
TYPE SCBH ASSEMBLY
RATINGS AS CONTROLLED
B BY CABLE BREAKING STRENGTH
A “H” OSHPD Min.
BOLT DIA. E Cable Max. Torque
Diameter Ratings on Bolts
Size (in) (mm) (lbs) (kN) (ft/lbs) (N/m)
SCBH-0 1/16* 1.6 235 1.0 30 41
SCBH-0 3/32* 2.4 460 2.1 30 41
SCBH-0 3/32 2.4 500 2.2 30 41
“G” INSIDE
HOOK DIA. SCBH-1 1/8 3.0 975 4.3 25 34
SCBH-2 3/16 5.0 2050 9.1 45 61
SCBH-3 1/4 6.0 3150 14.0 55 75
* 7 x 7 Strand Core
C CABLE BRACE ANCHOR
(FORMED STEEL)
SCBH-3 11/8 5/8 – 1 31/2 43/4 13/4 17/16 43/4 2 11/8 3/4
29 16 - 25 89 121 44 37 121 51 29 19
STANDARD ROD PULL SCBHs SNUG STANDARD WASHER
WITH FULL NUT BEFORE TIGHTENING NUT (Min. OD=2.5 x Rod Dia.)
X2 Dhiru Mali
Structural Engineer
California SE No. 2811
Anthony R. Pike (916) 654-3362
SCBV - SEISMIC CABLE BRACE
WITH BEAM CLAMP ATTACHMENT
A
“C” VICE LOCK
BOLT DIA.
LOCK NUT
B
STRUCTURAL
BEAM
BY OTHERS
SCBV-3 33/8 33/4 5/8 33/8 33/4 5/8 2 3/4 1/2 12 4 - 91/2
86 95 16 86 95 16 51 19 13 305 102 - 241
Page
33/4" 95mm
STRUT ATTACHMENT F
PLATE PROVIDED 115/16" 49mm
WITH SSBU ONLY
SOLID
BRACE
ANCHOR SSBS-12, 20 & 25
(FORMED
STEEL) D
TYPE SSB & SSBS ANCHOR RATINGS WITH STEEL BRACE MEMBERS
F J
OSHPD
Max. Minimum Steel Brace Member - (in) (mm)
Minimum Ratings at Maximum Brace Length
“H” Size (lbs) (kN) 5' - 0" 1.5m 9' - 6" 2.9m 14' - 6" 4.4m
HOLE DIA.
E SSBS-12 1250 5.6 15/8 x 15/8 Strut 15/8 x 15/8 Strut 15/8 x 31/4 Strut
“G” 41 x 41 Strut 41 x 41 Strut 41 x 83 Strut
HOLE DIA. SCBH-20 3000 13.4 15/8 x 15/8 Strut 15/8 x 31/4 Strut
SCBH-25 41 x 41 Strut 41 x 83 Strut N/A
1 1 4 x 4 x 1/4 Angle
SSB(U)-3 5000 22.3 2 x 2 x /4 Angle** 3 x 3 x /4 Angle**
51 x 51 x 6 Angle** 76 x 76 x 6 Angle** 102 x 102 x 6 Angle
SSB-4 8125 36.1 3 x 3 x 1/4 Angle 5 x 5 x 1/4 Angle 5 x 5 x 3/8 Angle
SSB-3 & 4 76 x 76 x 6 Angle 102 x 102 x 6 Angle 127 x 127 x 10 Angle
C ** 15/8 x 33/4 x 12ga 41 mm x 83 mm x 2.7 mm formed strut may be
substituted using the Type SSBU component.
B TYPE SSB ANCHOR DIMENSIONS (inches) (mm)
A
SIZE A B C D E F G H J
SSB(U)-3 2 51 31/2 89 13/4 44 17/16 37 43/4 121 2 51 13/16 21 3/4 19 9 229
SSB-4 31/8 79 5 127 21/2 64 115/16 49 53/4 146 21/4 57 15/16 33 1 25 –––––
X4 Dhiru Mali
Structural Engineer
California SE No. 2811
Bill Staehlin (916) 654-3362
SSRF - SEISMIC SOLID RETROFIT BRACE
17/32" 13mm
111/16"
5/8" 43mm CROSS CROSS
16mm BOLT BOLT
17/8"
48mm
B
THREADED THREADED
“E” TAP ROD ROD
“F” TAP
D
SNAP-ON INSTALLED
G ROD POSITION POSITION
C
INSTALLATION PROCEDURE
H
BRACE ANGLE: BRACE ANGLE:
RUN RUN
A RISE RISE
DUCTILE IRON
CASTING
“H”
HOLE DIA.
“G” E
HOLE DIA.
FIXED BRACKET
(FORMED STEEL)
B
A
NOTE: For tightening requirements of bolts, nuts and strut nuts reference H15.
Page
“C”
LOCKING BOLT
“D”
ROD SIZE
TYPE UC DIMENSIONS (inches) (mm)
D
SIZE A B C Acceptable Rod Size
UC-1 1 25 11/8 28 3/8 -16 UNC 3/8 - 1/2 10 - 13
UC-2 11/4 32 11/8 28 1/2 -13 UNC 5/8 - 3/4 16 - 19
NOTE: For tightening requirements of bolts, nuts and strut nuts reference H15.
13/16" 30 mm
15/16" 11/4"
33 mm 32 mm
11/8" 29 mm
13/8" 13/8”
35 mm 35 mm
L
A
C (Hole Diameter)
D (Bolt Size)
H
(2) BOLT CLEVIS CROSSBOLT BRACE - Clevis Sizes 3" - 30" 76mm - 762mm
L
A A
C (Hole Diameter)
D (Bolt Size)
H
NOTE: For tightening requirements of bolts, nuts and strut nuts reference H15.
Page
Table 2 - ITW Ramset/Red Head Trubolt Wedge Anchor Ratings into Lower Flute of Minimum 20 gage (0.9mm) Steel
Deck with 3000 psi (20,680 kPa) Lightweight Concrete Fill, ICBO Report ER-1372, Tables 7, 8 and 14.
NOTES:
Anchors must be installed in compliance with manufacturer’s recommendations and the respective ICBO Report including
tabulated edge distances and spacings listed above.
For combined tension and shear loads on anchors, use the following equation:
5 5
PS 3
+
VS 3
≤1
Where:
PT VT
Ps, Vs = Applied Loads
Pt, Vt = Allowable Loads
Ratings may not be increased to accommodate periodic loads such as wind or seismic loads.
X7 Dhiru Mali
Structural Engineer
California SE No. 2811
Bill Staehlin (916) 654-3362
EXPANSION ANCHOR TEST VALUES
Option 1 Option 2
Anchor Concrete Slab Concrete Deck Torque
Size Test Values Test Values Test Values
(in) (mm) (lbs) (kN) (lbs) (kN) (ft/lbs) (N/m)
3/8 10 1170 5.2 710 3.2 25 34
1/2 13 1780 7.9 1120 5.0 50 68
5/8 16 2680 11.9 1644 7.3 80 108
3/4 19 3580 15.9 1760 7.8 150 203
NOTES:
1. Anchor diameter refers to the thread size.
2. Apply proof test loads to anchors without removing the nut if possible. If not, remove nut and install
a threaded coupler to the same tightness of the original nut using a torque wrench and apply load.
3. Reaction loads from test fixtures may be applied close to the anchor being tested, provided the
anchor is not restrained from withdrawing by the fixture(s).
4. Test equipment is to be calibrated by an approved testing laboratory in accordance with standard
recognized procedures.
5. Torque testing can occur on an individual basis when test procedures are submitted and approved
by the enforcement agency. Tabulated values may be forthcoming once the enforcement agency has
more data to evaluate the feasibility of standard torque values.
6. The following criteria apply for the acceptance of installed anchors:
HYDRAULIC RAM METHOD: The anchor should have no observable movement at the applicable
test load. A practical way to determine observable movement is that the washer under the nut
becomes loose.
TORQUE WRENCH METHOD: The applicable test torque must be reached within 1/4 turn of the
nut for 3/8" (10 mm) diameter anchors and 1/2 turn of the nut for all others.
7. Testing should occur 24 hours minimum after installation of the subject anchors.
Page
13/16"
21 mm 11/2"
38 mm
3"
76 mm
6" 152mm
12" 305mm
133/4" 349mm
13/4" 11/2"
44 mm 38 mm
SLDB-2000
X9 Dhiru Mali
Structural Engineer
California SE No. 2811
Bill Staehlin (916) 654-3362
SLDB - SEISMIC LOAD DISTRIBUTION BRACKET
11/2"
38 mm
3"
76 mm
6" 152 mm
12" 304 mm
133/4" 349 mm
13/4" 11/2"
44 mm 38 mm
SLDB-4000
Page
J T
G - BOLT HOLE L
Direct Mounted Equipment Supported by Isolators with Built In Restraints .......FM20 to FM22
Base Mounted Equipment Supported by Isolators with Built In Restraints ........FM27 to FM25
Base Mounted Equipment Using Isolators with Separate Seismic Snubbers ....FM26 to FM32
SRSC .....................................................................................................................FM37
SFFS......................................................................................................................FM51
HPA .......................................................................................................................FM52
BR ..........................................................................................................................FM54
HG .........................................................................................................................FM55
SEISMIC ANALYSIS
A seismic restraint system must be designed to accommodate the forces as called for in chapter
16 of the code. The analysis should include all dead and seismic loads, including the capacity
of the connections to the equipment and the structure. A detailed design of the anchorage,
such as the bolt diameter, length, embedment, or weld size and length is required. Analysis
should also include calculations for relative displacement to avoid equipment impacting other
equipment or structural elements of the building. This can be calculated by knowing the floor
to ceiling height. The relative displacement can be calculated as ñ 0.01 x the floor to ceiling
heightî . This displacement must not cause impact or disconnection of components of the
equipment, piping, ductwork or electrical connections. These relative movements should be
handled as follows:
Piping systems should use proper flex connections to take up this movement in all horizontal
directions. Ductwork should use proper flex connections to take up this movement in all
horizontal directions. Electrical connections must have loops or other means of flexibility to take
up this movement in all horizontal directions.
There are significant changes between the older model codes (BOCA, SBCCI and UBC) and
the IBC codes. One of the main changes is the requirement in the IBC that essential systems in
essential facilities as defined in Occupancy Category IV (refer to page FM4) must be operational
after the designated earthquake. A certificate of compliance is required by code to attest to the
systemÍ s seismic capabilities. This is the first time system fragility levels are being considered
for commercial projects.
CERTIFICATES OF COMPLIANCE
Useful Excerpts from Sections 16 and 17 of IBC 2006/ASCE 7-05
Read entire sections of IBC 2006/ASCE 7-05 for complete understanding
DEFINITIONS OF TERMS
ASCE-7-05 Section 11.2 DESIGNATED SEISMIC SYSTEM. Those architectural, electrical, and
mechanical systems and their components that require design in accordance with Chapter 13 and for
which the component importance factor, IP, is greater than one.
SPECIAL INSPECTION IBC 2006 1707.8 Mechanical and electrical components. Special inspection for
mechanical and electrical equipment shall be as follows:
1. Periodic special inspection is required during the anchorage of electrical equipment for emergency
or standby power systems in structures assigned to Seismic Design Category C, D, E or F;
Page
MASON INDUSTRIES, INC.
NY Mailing Address– P.O. Box 410 • Smithtown, NY 11787
2. Periodic special inspection is required during the installation of anchorage of other electrical
equipment in structures assigned to Seismic Design Category E or F;
3. Periodic special inspection is required during installation of piping systems intended to carry
flammable, combustible or highly toxic contents and their associated mechanical units in
structures assigned to Seismic Design Category C, D, E or F;
4. Periodic special inspection is required during the installation of HVAC ductwork that will contain
hazardous materials in structures assigned to Seismic Design Category C, D, E or F; and
5. Periodic special inspection is required during the installation of vibration isolation systems in
structures assigned to Seismic Design Category C, D, E or F where the construction documents
require a nominal clearance of 0.25 inches (6.4 mm) or less between the equipment support frame
and restraint.
1707.9 Designated seismic system verifications. The special inspector shall examine designated
seismic systems requiring seismic qualification in accordance with Section 1708.5 and verify that the
label, anchorage or mounting conforms to the certificate of compliance.
1707.10 Seismic isolation system. Periodic special inspection is required during the fabrication and
installation of isolator units and energy dissipation devices that are part of the seismic isolation system.
CERTIFICATES OF COMPLIANCE
IBC-2006 1708.5 Mechanical and electrical equipment. Each manufacturer of designated seismic
system components shall test or analyze the component and its mounting system or anchorage and
shall submit a certificate of compliance for review and acceptance by the registered design professional
in responsible charge of the design of the designated seismic system and for approval by the building
official. The evidence of compliance shall be by actual test on a shake table, by three-dimensional
shock tests, by an analytical method using dynamic characteristics and forces, by the use of experience
data (i.e., historical data demonstrating acceptable seismic performance), or by more rigorous analysis
providing for equivalent safety. The special inspector shall examine the designated seismic system
and shall determine whether the anchorages and label conform with the evidence of compliance.
ASCE 13.2.2 Special Certification Requirements for Designated Seismic Systems. Certifications
shall be provided for designated seismic systems assigned to Seismic Design Categories C through F as
follows:
a. Active mechanical and electrical equipment that must remain operable following the design
earthquake shall be certified by the supplier as operable based on approved shake table testing
in accordance with Section 13.2.5 or experience data in accordance with Section 13.2.6. Evidence
demonstrating compliance of this requirement shall be submitted to the authority having jurisdiction
after review and approval by the registered design professional.
b. Components with hazardous contents shall be certified by the supplier as maintaining containment
following the design earthquake by (1) analysis, (2) approved shake table testing in accordance with
Section 13.2.5, or (3) experience data in accordance with Section 13.2.6. Evidence demonstrating
compliance of this requirement shall be submitted to the authority having jurisdiction after review
and approval by the registered design professional.
ASCE 13.2.6 Experience Data Alternative for Seismic Capacity Determination. As an alternative
to the analytical requirements of sections 13.2 through 13.6, use of experience data shall be deemed
as an acceptable method to determine the seismic capacity of components and their supports and
attachments. Seismic qualification by experience data based upon nationally recognized procedures
acceptable to the authority having jurisdiction shall be deemed to satisfy the design and evaluation
requirements provided that the substantiated seismic capacities equal or exceed the seismic demands
determined in accordance with Sections 13.3.1 and 13.3.2.
TABLE 2
Allowable Loads (lbs & Kn) on Embedded Bolts
(Stone aggregate concrete and minimum A307 bolts)
Minimum
Bolt Minimum Edge Minimum
Minimum Concrete Strength (psi)
Dia. Embedment Distance Spacing F'c = 2000 F'c = 3000 F'c = 4000
(in) (in) (in) (in) Tension Shear Tension Shear Tension Shear
1/4 2-1/2 1-1/2 3 200 500 200 500 200 500
3/8 3 2-1/4 4-1/2 500 1100 500 1100 500 1100
4 3 6 950 1250 950 1250 950 1250
1/2
4 5 6 1400 1550 1500 1650 1500 1750
4-1/2 3-3/4 7-1/2 1500 2750 1500 2750 1500 2750
5/8
4-1/2 6-1/4 7-1/2 2050 2900 2200 3000 2400 3050
5 4-1/2 9 2250 2940 2250 3560 2250 3560
3/4
5 7-1/2 9 2700 4250 2950 4300 3200 4400
7/8 6 5-1/4 10-1/2 2550 3350 2550 4050 2550 4050
1 7 6 12 2850 3750 3250 4500 3650 5300
1-1/8 8 6-3/4 13-1/2 3400 4750 3400 4750 3400 4750
1-1/4 9 7-1/2 15 4000 5800 4000 5800 4000 5800
Metric version of Table 2 continues on page FM6
Minimum Minimum Concrete Strength (mPa)
Bolt Minimum Edge Minimum
Dia.
(mm) MASON INDUSTRIES, INC.
Embedment
(mm)
Distance
(mm)
Spacing
(mm)
F'c = 13.8
Tension Shear
F'c = 20.7
Tension
NY Mailing Address– P.O. Box 410 • Smithtown, NY 11787
Shear
F'c = 27.6
Tension
Page
Shear
6 64 350 Rabro 38 76 NY 11788
0.8 • 631/348-0282
2.2 0.8631/348-0279
2.2 0.8 2.2
10 76
Drive • Hauppauge,
57
Email Addresses– 114 2.2
Info@Mason-Ind.com
• FAX
2101 W. Crescent Ave., Suite D • Anaheim, CA 92801 • 714/535-2727 • FAX 714/535-5738
4.8 2.2
• Info@MasonAnaheim.com 4.8 2.2
FM5
4.8
102 76 152 4.2 5.5 4.2 5.5 4.2 5.5
13
102 127 152 6.2 6.8 6.6 7.3 6.6 7.7
1-1/8 8 6-3/4 13-1/2 3400 4750 3400 4750 3400 4750
1-1/4 9 7-1/2 15 4000 5800 4000 5800 4000 5800
Equipment can also be attached to steel, such as a frame to elevate or to add structural rigidity
Equipment may also be attached to steel. The calculations for determining the loads at the
to the equipment. The calculations for determining the loads at the base of the restraint are the
base of the restraint are the same, but you compare allowable stresses rather than allowable
same, but you compare allowable stresses instead of loadings on the bolts. The Manual of
pullout loadings on the bolts. The Manual of Steel Construction, 9th edition as published by the
Steel Construction, 9th edition as published by the American Institute of Steel Construction,
American Institute of Steel Construction, Inc. gives you allowable stresses and formulas for
Inc. gives you allowable stresses and formulas for determining the actual stress. Table 3 is the
determining the actual stress. Table 3 is the tensile stress and root areas for steel bolts. The
tensile stress and root areas for steel bolts. The following equations should be used to
following equations should be used to calculate the stresses.
calculate the stresses.
T Vbolt
Tensile Stress, ft = Abolt and Shear Stress, fv =
tsa Ara
where, Atsa and Ara are the Tensile and Root areas of the bolt.
Allowable Shear Stress, Fv = 10,000 psi (68.9 MPa) x 1.33* = 13,333 psi (92 MPa)
Ft = 26,000 psi (179.3 MPa) - 1.8fv < 20,000 psi (137.8 MPa)
If Ft is less that 20,000 psi (137.8 MPa), the allowable stress is:
If Ft is over 20,000 psi (137.8 MPa), then Ft = 20,000 psi (137.8 MPa) x 1.33* =
26,666 psi (183.9 MPa)
*A 33%
*A 33% increase
increase in
in stress
stress is
is allowable
allowed forinseismic
seismicuse.
applications.
TABLE 3
Page
MASON INDUSTRIES,
Tensile Stress Area and Root Area for Steel Bolts INC.
NY Mailing Address– P.O. Box 410 • Smithtown, NY 11787
(mm )
(in ) Info@Mason-Ind.com2
Root
11788 • 631/348-0282 • FAX
2101 W. Crescent Ave.,2Suite D • Anaheim, CA 92801 • 714/535-2727
(in )
2
Area
631/348-0279
• FAX 714/535-5738
• Info@MasonAnaheim.com (mm2)
3/8 10 0.078 50.3 0.068 43.8
1/2 13 0.142 91.6 0.126 81.2
FLOOR
*A 33% increase in stress is allowedMOUNTED
for seismic use.EQUIPMENT
TABLE 3
TABLE 3
Tensile Stress Area and Root Area for Steel Bolts
Tensile Stress Area and Root Area for Steel Bolts
Bolt Diameter Tensile Stress Area Root Area
2
(in) (mm)
Bolt Diameter (in )
2
Tensile Area)
Stress(mm (in2) Root Area(mm2)
3/8
(in) 10
(mm) 0.078
(in2) 50.32)
(mm 0.068
(in2) 43.82)
(mm
1/2
3/8 13
10 0.142
0.078 91.6
50.3 0.126
0.068 81.2
43.8
5/8
1/2 16
13 0.226
0.142 145.8
91.6 0.202
0.126 130.3
81.2
3/4
5/8 19
16 0.334
0.226 215.5
145.8 0.302
0.202 194.8
130.3
7/8
3/4 22
19 0.462
0.334 298.0
215.5 0.419
0.302 270.3
194.8
1
7/8 25
22 0.606
0.462 390.9
298.0 0.554
0.419 357.4
270.3
1-1/8
1 29
25 0.763
0.606 492.2
390.9 0.693
0.554 447.0
357.4
1-1/4
1-1/8 32
29 0.969
0.763 625.1
492.2 0.890
0.693 574.1
447.0
1-1/4 32 0.969 625.1 0.890 574.1
Equipment can be mounted to wood structures using lag screws. The capacities of the lag
screws are based on the diameter (D), depth of penetration and the specific gravity of the
wood. There are also dimensional limitations to the edges, ends and spacing between screws
(see FM8). The minimum penetration is 4D, with full capacity at 8D. Table 4 has the allowable
loads at both 4D and 8D. These are valid as long as the dimensional requirements of Table 5
are met. The values in Table 4 are for a specific gravity of wood of approximately 0.35, which is
one of the lightest specific gravity woods. Woods with higher specific gravities will have a
higher factor of safety.
TABLE 4
Lag Screw Allowable Values
Allowable Withdrawal Load (Tension) Allowable Lateral Load (Shear)
Diameter 4D 8D 4D 8D
(in) (mm) (lbs) (kN) (lbs) (kN) (lbs) (kN) (lbs) (kN)
Page
MASON INDUSTRIES, INC.
NY Mailing Address- P.O. Box 410 • Smithtown, NY 11787
FM6 MASON INDUSTRIES, INC.
350 Rabro Drive Hauppauge, NY 11788 • 631/348-0282 • FAX 631/348-0279 Page
2101 W. Crescent Ave., Suite D • Anaheim, CA 92801 • 714/535-2727 • FAX 714/535-5738
NY Mailing Address–
Email P.O. Box
Addresses- 410 • Smithtown, NY
Info@Mason-Ind.com 11787
• Info@MasonAnaheim.com
350 Rabro Drive • Hauppauge, NY 11788 • 631/348-0282 • FAX 631/348-0279
2101 W. Crescent Ave., Suite D • Anaheim, CA 92801 • 714/535-2727 • FAX 714/535-5738
Email Addresses– Info@Mason-Ind.com • Info@MasonAnaheim.com
FM7
Table 5
Lag Screw Location Limitations
Minimum Edge Minimum End Minimum Spacing
Distances Distances between Screws
Diameter 7D 4D 5D
(in) (mm) (in) (mm) (in) (mm) (in) (mm)
After finding the actual shear Vb and tension Tb on the lag screw, the values need to be
combined. The combined load P is from the equation,
The combined allowable load P allowable can be found using the following equation.
WZ
P allowable=
W cos2 + Z sin2
Comparing the two values, if P allowable > P , then the connection is adequate.
Page
MASON INDUSTRIES, INC.
NY Mailing Address– P.O. Box 410 • Smithtown, NY 11787
HG GROMMET
A major cause of equipment restraint failure is the breaking up of housekeeping pads. Virtually
all housekeeping pads are poured independently after completion of the structure. In many
cases there is no mechanical attachment to the structural floor and the pad itself may not be
reinforced.
Page
MASON INDUSTRIES, INC.
NY Mailing Address– P.O. Box 410 • Smithtown, NY 11787
TABLE 6
FP Up To 0.5G (see example FM14)
Reinforcing Perimeter HPA Interior HPA Maximum Weight
Housekeeping 12” (300mm) Size Size of Pad and
Pad Area on Center 24” (600mm) 36” (900mm) Equipment
FT2 ( M 2 ) Each Way on Center on Center lbs (kg)
8000
Up to 40 (3.7) # 3 (T8) HPA-1/2 HPA-1/2 (3,600)
15,000
41 (3.8) to 100 (9.3) # 4 (T12) HPA-5/8 HPA-5/8 (6,800)
25,000
101 (9.4) to 250 (23) # 4 (T12) HPA-5/8 HPA-5/8 (11,400)
50,000
251 (23) to 400 (37) # 5 (T16) HPA-3/4 HPA-3/4 (22,800)
TABLE 7
FP = 0.5G To 1.0G (see example FM14)
Reinforcing Interior HPA Maximum Weight
Housekeeping 12” (300mm) Perimeter Size of Pad and
Pad Area on Center HPA Size 36” (900mm) Equipment
FT ( M )
2 2
Each Way and Centers on Center lbs (kg)
HPA-5/8 8000
Up to 40 (3.7) # 3 (T8) 24”(600mm) on Center HPA-5/8 (3,600)
41 (3.8) to HPA-5/8 15,000
100 (9.3) # 4 (T12) 24”(600mm) on Center HPA-5/8 (6,800)
101 (9.4) to HPA-3/4 25,000
250 (23) # 4 (T12) 18”(450mm) on Center HPA-3/4 (11,400)
251 (23) to HPA-3/4 50,000
400 (37) # 5 (T16) 18”(450mm) on Center HPA-3/4 (22,800)
1. These tables apply to systems where the center of gravity of the combined weight of the
pad, equipment and isolation system is less than the width of the pad.
CONCRETE
HOUSEKEEPING
PAD
STRUCTURAL
FLOOR
Using TABLE 6 we have the following:
The area of the pad is 36 ft2 (3.4 m2). HPA ANCHOR [FM52]
so use the "Up to 40 (3.7m)" row. (SEE DETAIL)
USUALLY
6" (150mm)
TIE UNDER
#3 (9mm) REBARS
HPA [FM52]
HOUSEKEEPING
PAD ANCHOR 1/2" (13mm) SAS STUD WEDGE ANCHOR
IN STRUCTURAL FLOOR
Page
MASON INDUSTRIES, INC.
NY Mailing Address- P.O. Box 410 • Smithtown, NY 11787
FM12
Page
MASON INDUSTRIES, INC.
350 Rabro Drive Hauppauge, NY 11788 ï 631/348-0282 ï FAX 631/348-0279
2101 W. Crescent Ave., Suite D ï Anaheim, CA 92801 ï 714/535-2727 ï FAX 714/535-5738
EmailNY Mailing Address–
Addresses- P.O. Box 410
Info@Mason-Ind.com • Smithtown, NY 11787
ï Info@MasonAnaheim.com
Typical CHILLER
HOUSEKEEPING
FLOATING FLOOR PAD
Layout
FSN
Floating Floor Mount
SFFS FSN or FS
Seismic Floating Jack Up
Floor Snubber Mounts
See page FM51
TYPICAL
FS CHILLER
Floating Floor Mount
Structurally Reinforced
Minimum 4" Thick Jack Up
FLOATING FLOOR
Structural Slab
FSN or FS
Jack Up
Mounts
MASONINDUSTRIES,
MASON INDUSTRIES, Inc. Inc.
AAPP PP R
ROOV
VEED
D Manufacturers of Vibration Control Products
Manufacturers of Vibration Control Products
NYNY Mailing
Mailing Address:
Address: POPO Box
Box 410,
410, Smithtown,NY
Smithtown, NY11787
11787
California
California Office ofStatewide
Office of Statewide 350
350 Rabro Drive 2101
RabroDrive 2101W.
W.Crescent
Crescent Ave.,
Ave., Suite
Suite DD
Health
HealthPlanning and Development
Planning and Development Hauppauge,NY
Hauppauge, NY11788
11788 Anaheim,CA
Anaheim, CA 92801
92801
631/348-0282
631/348-0282 714/535-2727
714/535-2727
FIXED
FIXEDEQUIPMENT
EQUIPMENTANCHORAGE
ANCHORAGE FAX631/348-0279
FAX 631/348-0279 FAX 714/535-5738
FAX 714/535-5738
Info@Mason-Ind.com Info@MasonAnaheim.com
Info@Mason-Ind.com Info@MasonAnaheim.com
OPA-0321
OPA-0321 August
August 4,
4, 1995
1995
Page
John Maniscalico
John Maniscalico
Dhiru Mali
Dhiru Engineer
Structural
StructuralSE
California
Mali
Engineer
No. 281 1
California SE No. 281 1
FM13
Example No. 2– Floating Floor with SFFS Snubber Bolt Selection
A piece of equipment is mounted on a 15 ft x 7 ft (460 cm x 215 cm) housekeeping pad on a large
floating floor. The combined weight of equipment, concrete and housekeeping pad is 24,050 lbs
(10910 kg) and the combined Hcg = 36” (91 cm). Lateral forces are restrained by a perimeter curb
and vertical forces are restrained by four (8) SFFS - Seismic Floating Floor Snubbers. The speci-
fied SDS =0.33 and FP = 0.50 G.
ϴ = TAN -1
( )
IYY b1
IXX b2
= TAN (-1
8712 x 132
18432 x 96 ) N=8
ϴ = 33°
With one bolt in each SFFS, the tension on each anchor due to overturning is:
Tb = FPV / 8 + ((FP cos ϴ Hcg) / IYY) (b2/2) + (( FP sin ϴ Hcg) / IXX) (b1/2)
Tb = 1587/8 + ((12025 cos 33° x 36) / 18432) (96/2) + ((12025 sin 33° x 36) / 19360) (132/2)
Tb = 198 + 945 + 803 = 1946 lbs (8.66 kN)
The SFFS uses 3/4” diameter anchors for attachment to the structural slab below. The allowable
Tension for a 3/4” Mason SASE anchor is 2740 lbs. Substituting into the interaction check
equation from ACI 318, D.7.3 and ASCE 7-05 13.4.2.
Therfore 3/4” (19mm) SASE anchors [FM51] with 53/4” (143mm) embedment are adequate.
Page
MASON INDUSTRIES, INC.
NY Mailing Address– P.O. Box 410 • Smithtown, NY 11787
Fpv Fpv
STRUCTURAL
Fp FLOOR Fp
W W
HG WASHER HG WASHER
BUSHING Hc.g. BUSHING
Hc.g.
[FM55] SAST SAST [FM55]
ANCHORS ANCHORS
[FM57] SHOWN WITHOUT HOUSEKEEPING PADS [FM57]
FP = W x G
V = FP /NB
Where,
W = weight of system
FP = seismic horizontal force
FPV = seismic vertical force (if required by local code)
T = tensile force on one bolt
V = shear force on one bolt
NB = number of bolts
N1 = number of bolts in tension along the length
N2 = number of bolts in tension along the width
0= critical angle where maximum tension occurs
H c.g.= Height of combined center of gravity
a= Bolt hole dimension along the length
b= Bolt hole dimension along the width
Page
MASON INDUSTRIES, INC.
NY Mailing Address- P.O. Box 410 • Smithtown, NY 11787
FM14 350 Rabro Drive Hauppauge, NY 11788 ï 631/348-0282 ï FAX 631/348-0279
2101 W. Crescent Ave., Suite D ï Anaheim, CA 92801 ï 714/535-2727 ï FAX 714/535-5738
Email Addresses- Info@Mason-Ind.com ï Info@MasonAnaheim.com
Page
MASON INDUSTRIES, INC.
NY Mailing Address– P.O. Box 410 • Smithtown, NY 11787
Since there are 7/8" (22 mm) holes in the system frame, we can use 5/8" (16 mm) Mason
SAST anchors [FM57] with HG-63 neoprene bushings [FM55]. Entering the values in the
unity equation for tension and shear in shown in ICC-ES-ESR-2713,
Therefore 5/8" dia. SAST anchors [FM57] with 4-3/8" (111 mm) embedment are adequate.
A chiller that weighs 20,000 lbs. (9091 kg) is anchored to the structural floor and has
dimensions as shown. The chiller is located in an area where its FP = 0.75. The sole plate
attached to the bottom foot has two 7/8" (22 mm) diameter holes spaced 12" (300 mm) apart.
The concrete slab has 3000 psi concrete.
FP = W x G
FP = 20,000 lbs. x 0.75 G = 15,000 lbs. (66.7 kN)
FPV = 1/3 FP
FPV = 15,000 lbs./3 = 5,000 lbs. (22.2 kN)
0 = TAN-1 (N2 x a / N1 x b)
0 = TAN-1 (4 x 375 / 4 x 96)
0 = 75o
V = FP / Nb
V = 15,000/8
V = 1,875 lbs (8.34 kN)
12"
(300 mm)
62"
375" 96" (1575 mm)
12" (2440 mm)
(9525 mm)
(300 mm)
1 1/4" (32 mm)
DIA. HOLE FOR MASON
SRA ANCHORS [FM58]
WITH HG-100
NEOPRENE BUSHINGS [FM55]
Page
MASON INDUSTRIES, INC.
NY Mailing Address- P.O. Box 410 • Smithtown, NY 11787
FM16
Page
MASON
2101 W. Crescent Ave., SuiteINDUSTRIES, INC.
350 Rabro Drive Hauppauge, NY 11788 • 631/348-0282 • FAX 631/348-0279
D • Anaheim, CA 92801 • 714/535-2727 • FAX 714/535-5738
NY Mailing Address– P.O. Box 410 • Smithtown, NY 11787
Email Addresses- Info@Mason-Ind.com • Info@MasonAnaheim.com
Since there are 7/8" (22 mm) holes in the chiller soleplate, we can use 3/4" (19 mm) diameter
Mason SRA anchors [FM58] with HG-75 neoprene bushings [FM55]. The allowable tension will
be 2269 lbs. (10.1 kN) and shear will be 3927 lbs. (17.5 kN). Substituting into the unity
equation for tension and shear as shown in ICC-ES-ESR-2713, we calculate:
Since the unity equation is less than 1.2, the 3/4" (19 mm) Mason SAST anchors [FM57] with
5-1/2" (140 mm) embedment are adequate.
Equipment is described as directly mounted when the isolators are attached without the need
for an intermediate steel or concrete base. The easiest method is to use an isolator with built in
restraints. See the following figures for details of direct mounted attachments.
There are two types of isolators with built in restraints. The first has a continuous base plate or
housing that transfers the load to the floor. These include the SLR, SLRS, SLRSO, RBA, RCA
and BR series mountings. Calculations include the weight of the equipment to help resist over-
turning. The equations are the same as rigidly mounted equipment pages FM15 through FM19.
The second style transfers the weight of the equipment through a spring or rubber element
directly to the structure rather than through the housing, typically Type SSLFH (see illustrations
below). Since the weight of the system is not on the base plate or housing, the fasteners do
not have this help to resist overturning.
The following equations are used to determine the maximum tension T, compression C, and
shear V on the welds or system fasteners when the weight of the system is not on the base
plate or mounting housing.
b2 b1 b2 b1
FPV FPcosO( )Hc.g. FPsinO( FP cosO(
/
2 )Hc.g. FPsinO(
/
2 )Hc.g.
2 )Hc.g.
/ / F FP
T =- - 2 C = PV V=
- NM
+
IYY
+
IXX
NM IYY IXX NM
DETAIL DETAIL
Spring on Spring on
Baseplate Structure
Page
MASON INDUSTRIES, INC.
FM18
NY Mailing Address — P.O. Box 410 • Smithtown, NY 11787
Page
MASON Mailing
INDUSTRIES,
350 Rabro Drive Hauppauge,
2101 W. Crescent
NY Ave., Suite D • Anaheim,
Address– CA 92801
P.O. Box • 714/535-2727
410 • Smithtown,
INC.
NY 11788 • 631/348-0282 • FAX 631/348-0279
NY •11787
FAX 714/535-5738
FM20 Email
350 Addresses-
Rabro Info@Mason-Ind.com
Drive • Hauppauge, • Info@MasonAnaheim.com
NY 11788 • 631/348-0282 • FAX 631/348-0279
2101 W. Crescent Ave., Suite D • Anaheim, CA 92801 • 714/535-2727 • FAX 714/535-5738
Email Addresses– Info@Mason-Ind.com • Info@MasonAnaheim.com
FLOOR MOUNTED EQUIPMENT
Where, Nm(Ns+2)b12
Fp = Seismic Horizontal Force Ixx =
12(Ns-2)
Fpv = Seismic Vertical Force
b1 = Maximum Length between Mounts
Nm(b2 )2
b2 = Maximum Width between Mounts IYY =
Hc.g.= Height from Mount Contact Point to 4
Equipment Center of Gravity
NM = Number of Mounts IYY b1
/ = TAN -1(
O )
IXX b2
A Fan weighs 1,175 lbs. (534 kg). It is mounted on SLR-A mounts [FM38] which rest on a
concrete housekeeping pad. The specified FP = 0.4 G.
FP = W x G
FP = 1,175 lbs. x 0.4 G
FP = 470 lbs. (2.1 kN)
0 = TAN-1 (N2 x a / N1 x b)
63"
0 = TAN-1 (2 x 63 / 2 x 24) (1575 mm)
0 = 69o 24"
(610 mm)
V = FP / No. of Mounts
V = 470 lbs. / 4
V = 118 lbs. (0.53 kN)
Vb = V / Nb
Vb = 118 lbs. / 2
Vb = 59 lbs. (0.26 kN)
The SLR-A mount [FM38] is anchored to the housekeeping pad with two 3/8" Mason SASE
Anchors [FM56]. The allowable loads for the Mason SASE Anchors are reduced due to the
spacing of the SLR-A mounts. The allowable tensile load is therefore 1037 lbs. (4.61 kN),
and the allowable shear load is 819 lbs. (3.64 kN).
Entering the values into the unity equation for tension and shear as shown in
ICC-ES-ESR-2713, we get:
(1037
236
) + ( 819
59
) = 0.30 < 1.2
Since the unity equation is less than 1.2, the 3/8" SASE Anchors [FM56] with 2-7/8" (73mm)
embedment are adequate.
V
T
5"
(127 mm)
OP. HT.
Tb
3/8"
(10 mm)
Mason SASE
Anchor Bolts
8"
(203 mm)
Vb
1 1/4"
(32 mm)
SLR MOUNT
DETAIL
Page
MASON INDUSTRIES, INC.
NY Mailing Address- P.O. Box 410 • Smithtown, NY 11787
FM20
Page
350 Rabro Drive Hauppauge, NY 11788 • 631/348-0282 • FAX 631/348-0279
MASON INDUSTRIES, INC.
2101 W. Crescent Ave., Suite D • Anaheim, CA 92801 • 714/535-2727 • FAX 714/535-5738
Email Addresses- Info@Mason-Ind.com • Info@MasonAnaheim.com
NY Mailing Address– P.O. Box 410 • Smithtown, NY 11787
There are two ways that base mounted equipment can be restrained. First is to use an isolator
with built in restraints (see illustrations below), and the second is to use separate snubbers and
isolators (see illustrations on FM26).
BASE MOUNTED EQUIPMENT SUPPORTED BY
ISOLATORS WITH BUILT IN RESTRAINTS
Some equipment requires a supplementary steel frame or concrete base for rigidity. Concrete
bases may be used to increase mass, provide rigidity or act as a partial sound barrier directly
below the equipment. Concrete inertia bases can have frames of channel, wide flange beams
(KSL) or formed sections (BMK). Steel frames can be made from angle, channel (MSL) or wide
flange beams (WFSL). These bases must be capable of withstanding the twisting and torsional
loads applied during an earthquake as well as the operational forces generated by the
equipment.
CENTRIFUGAL FAN ON
CONCRETE INERTIA BASE
SUPPORTED BY SPRING
ISOLATORS WITH BUILT IN
RESTRAINTS
AIR HANDLER ON
SUPPLEMENTARY STEEL BASE
SUPPORTED BY SPRING
ISOLATORS WITH BUILT IN
RESTRAINTS
FP = W x G
FP = 7,565 lbs. x 0.3 G
FP = 2,270 lbs. (10 kN)
FPV = 1/3 FP
FPV = 2,270 lbs. / 3
FPV = 757 lbs. (3.4 kN)
0 = TAN-1 (IYYb1/IXXb2)
0 = TAN-1 (2 x 57 / 2 x 92)
o
0 = 32
where 28"
b1 = 92" (2337 mm) (711 mm)
b2 = 57" (1448 mm)
92"
(2337 mm)
57"
(1448 mm)
V = FP / No. of Mounts
V = 2,270 lbs. / 4
V = 568 lbs. (2.52 kN)
Page
MASON INDUSTRIES, INC.
NY Mailing Address- P.O. Box 410 • Smithtown, NY 11787
FM22 350 Rabro Drive Hauppauge, NY 11788 • 631/348-0282 • FAX 631/348-0279
7 1/2"
(188 mm)
3"
Vb
(75 mm)
MOUNT DETAIL
The SSLFH-B [FM46] housing has 3/4" (19 mm) holes for 5/8" (16 mm) SAST anchors [FM57].
The allowable values have been derated due to the spacing of the bolt holes in the SSLFH.
Entering the above values along with the reduced allowable values from ICC-ES-ESR-2713
yields the following.
Since the unity equation is less than 1.2, the 5/8" (16 mm) SAST anchors [FM57] with 4-1/2"
(114 mm) embedment are adequate.
The Z-1225 [FM50] is designed to keep the unit in place while cushioning the impact load with
replaceable 1/4" (6 mm) thick bridge bearing neoprene bushings. Equipment shock is not calculated.
The Z-1011 [FM49] is not only designed to keep the unit in place but the replaceable 3/4" (19 mm)
thick bridge bearing neoprene bushings dramatically reduce the impact load to a maximum of
4g. The 4g acceleration is within the fragility tolerances of most equipment. This helps
ensure continued functionality of the system as well as prevent motion. This is specifically
critical to emergency generators, transformers, and other essential or life safety systems.
Page
MASON INDUSTRIES, INC.
NY Mailing Address- P.O. Box 410 • Smithtown, NY 11787
FM24
Page 350 Rabro Drive Hauppauge, NY 11788 • 631/348-0282 • FAX 631/348-0279
MASON INDUSTRIES, INC.
2101 W. Crescent Ave., Suite D • Anaheim, CA 92801 • 714/535-2727 • FAX 714/535-5738
EmailNY
Addresses- Info@Mason-Ind.com
Mailing Address– • Info@MasonAnaheim.com
P.O. Box 410 • Smithtown, NY 11787
The following equations are used to determine the maximum tension T, maximum compression
C, and the maximum shear V on any one seismic snubber. Individual calculations for the
determination of the tension and shear on the anchor bolts, are listed by the type of snubber.
b2 b1
FPV FPcosO(
/
2 )Hc.g. FPsinO(
/
2 )Hc.g.
T =- - -
Ns IYY IXX
b2 b1
F FP cosO(
/
2 )Hc.g. + FPsinO( 2 )Hc.g.
/
C = PV +
Ns IYY IXX
FP
V=
NS
Where,
Fp = Seismic Horizontal Force
Fpv = Seismic Vertical Force
b1 = Maximum Length between Seismic Snubbers
b2 = Maximum Width between Seismic Snubbers
Hc.g.= Height from Snubber Contact Point to Equipment Center of Gravity
NS = Number of Seismic Snubbers
Once the maximum tension, compression and shear are calculated and checked against the
maximum certified horizontal and vertical loads of the seismic snubber, the anchorage of the
snubber is designed using the following equations.
Ns(Ns+2)b12
Ixx =
12(Ns-2)
Ns(b2 )2
IYY =
4
IYY b1
0 = TAN -1( )
IXX b2
For Z-1225-250 to 2000 Seismic Snubbers [FM50]: Summing Moments about 'O':
V(Hs) 2(T)
Tb = +
Nb( B) Nb
2
V
Vb =
Nb
V
T Tb
Where,
From Overturning Calculations:
T = Maximum Tension on a Snubber
C = Maximum Compression on a Snubber Tb
V = Maximum Shear on a Snubber Hs
HS = Height to Snubber Contact Point Vb
B = Snubber Base Width
NS = number of Snubbers
Nb = Number of Anchor Bolts = 2
Tb= Tension per Anchor Bolt B
O
Vb= Shear per Anchor Bolt
Page
MASON INDUSTRIES, INC.
NY Mailing Address- P.O. Box 410 • Smithtown, NY 11787
FM26 350 Rabro Drive Hauppauge, NY 11788 • 631/348-0282 • FAX 631/348-0279
Example No. 7- Concrete Inertia Base with Z-1011 Snubbers Bolt Selection
A 10 HP (7.5 KW) pump is mounted on a concrete inertia base with SLF springs and
Z-1011-500 snubbers. The combined weight of the pump, motor and inertia base is 1200 lbs
(544 kg). The FP = 0.4G. The building code in this area does not require a vertical force to be
simultaneously applied with the lateral force.
FP = W x G
FP = 1,200 lbs. x 0.4 G
22"
FP = 480 lbs. (2.14 kN) (559 mm)
34"
The moment of inertia about the x-x axis is: (864 mm) 30"
2 (762 mm)
Ns (Ns + 2) (b1)
IXX=
12 (Ns - 2)
4 (4 + 2) (34)2
IXX=
12 (4 - 2)
(I )
Ns (b2)2 Iyy (b1)
Iyy= 0 = TAN-1
4 xx (b2)
4 (30)2
(1,156 (30))
Iyy= 900 (34)
0 = TAN-1
4
Iyy= 900 in4 0 = 42o
MASON
2101 W. Crescent Ave., SuiteINDUSTRIES, INC.
350 Rabro Drive Hauppauge, NY 11788 • 631/348-0282 • FAX 631/348-0279
D • Anaheim, CA 92801 • 714/535-2727 • FAX 714/535-5738
NY Mailing Address– P.O. Box 410 • Smithtown, NY 11787
Email Addresses- Info@Mason-Ind.com • Info@MasonAnaheim.com
FM27
Page
The compression, tension and shear on the snubbers are to be calculated as follows:
Fpv Fp cos0 (b2 / 2) Hc.g. Fp sin0 (b1 / 2) Hc.g
C = + +
Ns Iyy Ixx
480 cos41 (30 / 2) 22 480 sin41 (34 / 2) 22
C = 0 + +
900 1,156
V = FP / No. of Snubbers
V = 480 lbs. / 4
V = 120 lbs. (0.53 kN)
From [FM32] the calculations for tension and shear on the anchor bolts of a Z-1011-500 are
where
Hs = 3
B = 3
V(Hs) T 120(3) 235
Tb = + Tb = + Tb = 238 lbs (1.06 kN)
Nb (B) Nb 2 (3) 2
2 2
Vb = V / Nb
Vb = 120 lbs. / 2
Vb = 60 lbs. (0.27 kN)
The Z-1011-500 Snubber [FM49] has 1/2" (13mm) holes for 3/8" (10mm) SAST Anchors [FM57]
spaced 6-1/4" (159mm) apart. The SAST Anchors [FM57] are derated based on this spacing
and the allowable tension load is 1009 lbs (4.5 kN) and the shear is 873 lbs (3.88 kN).
Page
MASON INDUSTRIES, INC.
FM28
NY Mailing Address- P.O. Box 410 • Smithtown, NY 11787
350 Rabro Drive Hauppauge, NY 11788 • 631/348-0282 • FAX 631/348-0279
Page
MASON INDUSTRIES, INC.
2101 W. Crescent Ave., Suite D • Anaheim, CA 92801 • 714/535-2727 • FAX 714/535-5738
Email Addresses- Info@Mason-Ind.com • Info@MasonAnaheim.com
NY Mailing Address– P.O. Box 410 • Smithtown, NY 11787
Where, Ta 'O'
Tb
From Overturning Calculations:
T= Maximum Tension on Snubber
V = Maximum Shear on Snubber
Hs = Height to Snubber Contact Point
B = Snubber Base Width
a = Edge Distance to Anchor Bolts
b = Spacing Between Anchor Bolts along Width
Nb= Number of Anchor Bolts = 4
Tb= Maximum Tension per Anchor Bolt b a
Vb= Shear per Anchor Bolt
Tb x a
Ta =
(a + b)
V
Vb = Vb Tb V
Where, Nb
From Overturning Calculations: 'O'
T= Maximum Tension on Snubber B
V= Maximum Shear on Snubber HS
H = Height to Snubber Contact Point
B = Snubber Base Width
Nb= Number of Anchor Bolts = 2
Tb= Tension per Anchor Bolt
Vb = Shear per Anchor Bolt
T
V(Hs ) T
Tb = + Vb Tb V
(Nb)(a+b+( a )) Nb
2 'O' Ta
2 a+b
a
V HS
Vb = b
Nb
Where, Ta 'O'
Tb
From Overturning Calculations:
T= Maximum Tension on Snubber
V = Maximum Shear on Snubber
H = Height to Snubber Contact Point
a = Edge Distance to Anchor Bolts
b = Spacing Between Anchor Bolts along Width
Nb= Number of Anchor Bolts = 4
Tb= Maximum Tension per Anchor Bolt
Vb= Shear per Anchor Bolt b a
Tb x a
Ta = (a + b)
Page
MASON INDUSTRIES, INC.
NY Mailing Address- P.O. Box 410 Smithtown, NY 11787
FM30
Page
MASON INDUSTRIES, INC.
350 Rabro Drive Hauppauge, NY 11788 • 631/348-0282 • FAX 631/348-0279
2101 W. Crescent Ave., Suite D • Anaheim, CA 92801 • 714/535-2727 • FAX 714/535-5738
Email NY
Addresses- Info@Mason-Ind.com
Mailing Address– • Info@MasonAnaheim.com
P.O. Box 410 • Smithtown, NY 11787
Page
MASON INDUSTRIES, INC.
NY Mailing Address– P.O. Box 410 • Smithtown, NY 11787
ROOFTOP
AIR HANDLING
UNIT
Spring Access
Cover
Flexible Cover
SRSC Spring Window,
Cover & Wood Frame 3” (75mm) Deflection Springs
removed for clarity in restrained spring pocket CONCRETE
built into curb. ROOF
MASON INDUSTRIES, Inc.
MASON INDUSTRIES, Inc.
APPROVED Manufacturers of Vibration Control Products
Manufacturers of Vibration Control Products
NY Mailing Address: PO Box 410, Smithtown, NY 11787
CaliforniaOffice
California Officeofof Statewide
Statewide
NY Mailing Address: PO Box 410, Smithtown, NY 11787
2101W.
W.Crescent
Crescent Ave.,
Ave., Suite
Health Planning
Planningand
andDevelopment
Development
350Rabro
350 RabroDrive
Drive 2101 SuiteDD
Health Hauppauge,NY
Hauppauge, NY11788
11788 Anaheim,CA
Anaheim, CA 92801
92801
631/348-0282 714/535-2727
FIXED EQUIPMENT
FIXED EQUIPMENT ANCHORAGE
ANCHORAGE FAX
631/348-0282
FAX631/348-0279
631/348-0279
714/535-2727
FAX714/535-5738
FAX 714/535-5738
Info@Mason-Ind.com Info@MasonAnaheim.com
Info@MasonAnaheim.com
OPA-0207 January
Janurary6,6,2003
Info@Mason-Ind.com
OPA-0207 2003
Page
Bill
BillStaehlin
Staehlin(916)
(916)654-3362
654-3362
Dhiru Mali
Structural Engineer
Structural
California SE
Engineer
SE No.
No. 281
281 11
FM35
Example No. 8– SRSC Curb attached to 3 1/2” Q-Deck with Normal Weight Concrete
SDS = 0.62, FP = 1.0 G, WP = 5000 lbs
FPV = 0.2 SDS WP = 0.2 x 0.62 x 5000 = 620 lbs (2.76 kN)
NF = # of fasteners/windows of unit to curb = 6 a = 184"
n1 = # of fasteners affected due to overturning in width = 3
n2 = # of fasteners affected due to overturning in length = 2 b = 65"
a- distance between outermost fasteners along length = 184”
b- distance between outermost fasteners along width = 65”
Hcg = center of gravity in vertical direction = 45”
ϴ = TAN-1 ( n2 x a
n1 x a ) = TAN-1 (2 x 184
)
3 x 65
= 62°
Assuming unit does not fully overhang RSC top rail, and using 1/2” A307 bolts:
ft = T / TSA = 576 lbs / 0.142 in2 = 4056 psi
fv = V / RA = 833 lbs / 0.126 in2 = 6611 psi
Fv allow = 10000 psi > FV F
Ft allow = 26000 -1.8 x fv ≤ 20000 psi
Ft allow = 14100 lbs > Ft
HC = Height of curb = 20 in.
FP (Hcg + Hc) + (-W + FPV) x b/2 5000 (45 + 20) + (-5000 + 620) x 65/2
t= = = 312 lbs (1.39 kN)
(NP/2) x b x 3 anchors (6/2) x 65 x 3 anchors
FP 5000
v= = = 278 lbs (1.24 kN)
(Nf) x 3 anchors (6) x 3
312 278
+ ≤ 1.2
980 1055
0.58 ≤ 1.2
Page
MASON INDUSTRIES, INC.
NY Mailing Address– P.O. Box 410 • Smithtown, NY 11787
V California OSHPD
45
E
R approved values having
T the OSHPD Anchorage
I Preapproval Number
C 2750 1250 OPA-0207. Testing and
A calculations were performed
L
to meet OSHPD criteria.
Ratings are for a single window.
To use approved OSHPD rated load curves:
1) Calculate Vertical and Horizontal Forces on
1833 830
mounting including translations and overturning.
HORIZONTAL 2) Plot Horizontal Load vs Vertical Load. The point
must fall within the area below the OSHPD curve.
s
xi
V
°A
E and calculations were
ADJUSTMENT BOLT–
45
R 1600 performed to meet
Turn counterclockwise T 726 OSHPD criteria.
to load spring and I 2350
C 1066 To use approved
2400
including translations
and overturning
can be reversed moments.
for anchoring to 2) Plot Horizontal Load
floor. See vs Vertical Load. The
detail at right. 800 1000 point must fall within
2200
HORIZONTAL 363 454 998 the area below the
NEOPRENE
L ACOUSTICAL OSHPD curve.
CUP For kN divide kg by 102
W NOTE: Maximum G rating applies to mounting only without base plate
NON-SKID NEOPRENE FRICTION
ISOLATION PAD– When not using
for seismic or wind resistance, bolting OPTIONAL MOUNT INSTALLATIONS
NEOPRENE VERTICAL LIMIT
STOPS– Out of contact during
to floor is not necessary. Pad can 1000
normal operation
be removed if mounts are welded in
position. See detail at right. 800
2200
s
ñ CS” CAP SCREW– Secures Height
xi
SLREBP-4A
°A
Saving Bracket (or Equipment Base) to V
45
Tapped Concentric Hole in Mounting E
R 1600
Adjustment Bolt T 726
I 2350
C 1066
ADJUSTMENT BOLT– 2400
A
1800
Turn counterclockwise L 1450
to load spring and 658 1500 816
1600
1660
1270
1060
SLREBP-A
ñ MBDî MAXIMUM SLREBP-2A
BOLT DIAMETER
HORIZONTAL 800 1000 2200
363 454 998
T HCL L NEOPRENE Horizontal and Vertical plotted Ratings are California OSHPD
ACOUSTICAL approved values having the OSHPD Anchorage Preapproval
1000
Page
RS
6-12600 12600 5715 1.00 25 12600 228.6 1.1 Yellow*
45
E
6-17610 17610 7988 1.00 25 17610 319.5 0.8 Red**
O-
R 7618 6091
4
14830 L
-2
6507
ˆ Yellow**
RS
6727
4400
Horizontal,
2958 Vertical and 45Á plotted 9-23850 23850 10818 1.00 25 23850 432.7 ˆ Red*
O-
xis
SL 2000 Ratings
4400 are California OSHPD
°A
RS
2000
submitted values having the OSHPD *with Red inner spring **with Green inner spring ˆ SLRS-9 under test
45
14637 O-
6
V 6653 Anchorage
2409 Preapproval Number
SL
13430 Housing load ratings expressed in GÍ s are based on tests with bolted
RS
E OPA-0194.
SLRSO-B 1092 Testing and calculations
O-
R 7618 6091
were performed to meet connections to steel top and bottom. SLRSO & SLRS housings
4
T 3463 7500 1401 4800 6007 11754 14000 require uniform support under entire base plate.
I 10500 OSHPD
637 2182 2730 criteria.
5343 6350
SL 3409 4773
C RS
HORIZONTAL
A O To use OSHPD submitted rated All springs have an
SL
-2
L 6507
load curves:
RS
additional travel to
4400 2958
SPRING CHARACTERISTICS (inches and mm)
O-
Page
Page
SLRSOEBP-1 with one SL C spring and SLRSOEBP-6 with six C springs. 0.6
°A
RS
O SLRSEBP Size
45
14637 -6
OSHPD (6653)
OPA-194 9-18900 18900 8573 1.00 25 18900 342.9 ˆ Yellow*
All mounts except SLRSEBP-9 are
SL
V
Rated Load Curves (lbs kg) 13430 9-21465 21465 9736 1.00 25 21465 389.4
RS
E awaiting
(6091)
OSHPD-194 approval. ˆ Yellow**
O-
14830R 7618 SLRSEBP-9 has not been submitted. 9-23850 23850 10818 1.00 25 23850 432.7 ˆ Red*
4
6727 T (3463)
7500 10500
xis
R
C SO- RSO Ratings are California OSHPD submitted
45
14637 6 -
SL
6653 A 2 values having the OSHPD Anchorage Horizontal load ratings expressed in GÍ s are based on calculations
6507
SL
RS
V
L (2958) with bolted connections to steel on top and concrete inserts on bottom.
4400 13430
RS
6091
O-
R 7618 (2000) 4400 and calculations were performed to meet SLRSOEBP housings require uniform support under entire base plate.
1
4
A 2
6507 load curves: 1.5 times the Rated
RS
L 2958
4400 1401 4800 6007 11754 14000 SPRING CHARACTERISTICS (inches and mm) Deflection.
O-
2000 4400
(637) (2182) (2730) 1) (5343) (6350) Vertical and Horizontal Forces
Calculate
1
2000
HORIZONTALon mountings including translations and Spring Free Ratio Ratio Designs using these
2409 Size OD Height Kx/Ky OD/OH mounts to resist
SLRSO-B 1092
overturning moments.
2) Plot Horizontal and Vertical Loads. The B 23/8 60 40/0 102 0.70-0.80 0.80 wind loads must be
1401 4800 6007 11754 14000
637 2182 2730 5343 6350 intersection must fall within the area below C 27/8 73 41/8 105 0.90-1.10 0.92 in accordance with
HORIZONTAL the OSHPD curve. ASCE 7-05.
Page
Adjustment
Bolt
H TYPE SLRS RATINGS *with Red inner spring
Inspection Rated Rated Spring Max.
Neoprene Port
All Directional SLRS Capacity Defl Constant G Spring
Snubbing Size (Ibs) (kg) (in) (mm) (Ibs/in)(kg/mm) Rating Color
Grommet Neoprene B-20 20 9 2.40 61 8 0.15 80.0 Tan
Acoustical Cup B-26 26 12 2.18 55 12 0.22 61.5 Wht/Blue
Lower B-35 35 16 2.20 56 16 0.29 45.7 Purple
Restraining Nut B-50 50 23 2.20 56 24 0.41 32.0 Wht/Red
B-65 65 29 2.10 53 31 0.55 24.6 Brown
B-85 85 39 2.10 53 40 0.74 18.8 Wht/Blk
B-115 115 52 2.00 51 57 1.02 13.9 Silver
T HCL B-150 150 68 2.00 51 75 1.33 10.7 Orange
B2-210 210 95 2.12 54 99 1.76 7.6 Silver
B2-290 290 132 2.00 51 144 2.59 5.5 Blue
HCW L B2-450 450 204 2.00 51 224 4.00 3.6 Tan
Drain
Hole B2-680 680 308 2.00 51 340 6.04 2.4 Gray
One Piece W
Steel Housing C2-125 125 57 2.50 64 50 0.89 48.0 Purple
C2-170 170 77 2.40 61 70 1.26 35.0 Brown
MBD - C2-210 210 95 2.30 58 90 1.64 28.3 Red
Rubber Snubbing Max Bolt Diameter C2-260 260 118 2.20 56 120 2.11 23.0 White
material molded C2-330 330 150 2.00 51 165 2.94 18.0 Black
onto Spring Holder C2-460 460 209 2.00 51 230 4.10 13.0 Blue
C2-610 610 277 2.00 51 305 5.43 9.8 Green
C2-880 880 399 2.00 51 440 7.82 6.8 Gray
Illustration above shows a SLRS-B housing with one B or B2 spring. C2-1210 1210 549 2.00 51 605 10.76 4.9 Silver
SLRS-1 housing has one C2 spring. C2-1540 1540 699 2.00 51 770 13.71 3.9 Gray*
C2-1870 1870 848 2.00 51 935 16.63 3.2 Silver*
Housing load ratings expressed in GÍ s are based on tests with bolted
connections to steel top and bottom. SLRS housings require uniform
support under entire base plate.
Published ratings allow minimum 25% additional travel to solid.
SLRS mounts include seismic and wind restraints with code compliant For a full 50% specified minimum use the following ratings:
all-directional neoprene bushings and 1/4î maximum air gap.
Derated Derated
Capacity Defl. Capacity Defl.
Size (Ibs)(kg) (in) (mm) Size (Ibs) (kg) (in)(mm)
OSHPD OPA-194
Rated Load Curves (lbs kg) Horizontal, Vertical and 45Á plotted B2-450 410 186 1.83 46 C2-1210 1010 458 1.67 42
Ratings are California OSHPD B2-680 565 256 1.67 42 C2-1540 1285 583 1.67 42
6395
approved values having the OSHPD
Anchorage Preapproval Number
OPA-0194. Testing and calculations
C2-880 800 363 1.82 46 C2-1870 1560 708 SLRSEBP
1.67 42
is
NOT TO S
Ax
2907
45 O
Page
7500
B2-450 410 186 1.83 46 C2-1210 1010 458 1.67 42
Ax
V 3409
SL
Horizontal, Vertical and 45Á plotted 565 256 1.67 42 C2-1540 1285 583 1.67 42
5°
E B2-680
RS
xis 4
R Ratings are California OSHPD submitted C2-880 800 363 1.82 46 C2-1870 1560 708 1.67 42
O-
4400
IE
45
2000
R
CT
O-
4400
AI 2000 4400 OSHPD criteria.
1995
LC Spring Free Ratio Ratio
A 4400 To use OSHPD submitted rated
L 2409
1995
load curves: Size OD Height Kx/Ky OD/OH
1092
2409 1) Calculate Vertical and Horizontal B 23/8 60 40/0 102 0.55-0.65 0.95-1.00
1092 Forces on mountings including B2 23/8 60 41/2 114 0.80-0.90 1.19-1.48
SLRSO-B C2 27/8 73 5 127 0.63-0.85 0.96-1.15
SLRSO-B
translations and overturning moments.
1401 4800 2) Plot Horizontal and Vertical Loads. All springs without ñ î have an
637 2182 The intersection must fall within the area Solid Spring Height = Free
1401 4800
637 HORIZONTAL
2182 additional travel to solid equal Height minus 1.5 times the
HORIZONTAL below the OSHPD curve. to 50% of the rated deflection. Rated Deflection.
Page
Approval applies to mount only. Baseplate not approved. Baseplate Published ratings allow minimum 25% additional travel to solid.
shown is satisfactory for most installations. Anchorage and baseplate For a full 50% specified minimum use the following ratings:
calculations are provided for all installations. Baseplate modified when Derated Derated
required. Capacity Defl. Capacity Defl.
Size (Ibs) (kg) (in) (mm) Size (Ibs) (kg) (in)(mm)
OSHPD OPA-194
Rated Load Curves (lbs kg) Horizontal, Vertical and 45Á B2-450 410 186 1.83 46 C2-1210 1010 458 1.67 42
plotted Ratings are California B2-680 565 256 1.67 42 C2-1540 1285 583 1.67 42
OSHPD approved values having C2-880 800 363 1.82 46 C2-1870 1560 708 1.67 42
the OSHPD Anchorage Preapproval
Number OPA-0194. Testing and
calculations were performed to SPRING CHARACTERISTICS (inches and mm)
meet OSHPD criteria. Spring Free Ratio Ratio
To use approved OSHPD rated Size OD Height Kx/Ky OD/OH
load curves: B 23/8 60 40/0 102 0.55-0.65 0.95-1.00
1) Calculate Vertical and Horizontal B2 23/8 60 41/2 114 0.80-0.90 1.19-1.48
Forces on mountings including C2 27/8 73 5 127 0.63-0.85 0.96-1.15
translations and overturning
moments. All springs without ñ î have an additional travel to solid
2) Plot Horizontal and Vertical Loads. equal to 50% of the rated deflection.
The intersection must fall within the Solid Spring Height = Free Height minus 1.5 times the
area below the OSHPD curve. Rated Deflection except as noted.
Page
°A
E
xi
SL
°A
V
R 4400
RS
45
4400
T I
2000 and calculations were performed to meet
SL
RS
C 4400
A 2000 B2 23/8 60 41/2 114 0.80-0.90 1.19-1.48
RS
4400
A 2000 To use OSHPD submitted rated load curves:
O
L
O-B
L
1) Calculate Vertical and Horizontal Forces
2409 2409
1092 on mountings including translations and All springs without ñ î have an additional travel to solid equal to 50% of
1092
overturning moments. the rated deflection.
2) Plot Horizontal and Vertical Loads. The Solid Spring Height = Free Height minus 1.5 times the Rated Deflection.
1401
637
4800
2182
intersection must fall within the area below
1401
HORIZONTAL 4800 the OSHPD curve. Designs using these mounts to resist wind loads must be in accordance
637 2182 with ASCE 7-05.
HORIZONTAL
Page
R
To use approved OSHPD rated
Ax
45 O
Page
SL
RS 9-C2 has not been submitted.
°A
14830
672714637 O- 2-C2-1760 1600 726 1.67 42 4-C2-7480 6245 2833 1.67 42
45
V SLRS Ratings are California OSHPD submitted 2-C2-3080 2570 1166 1.67 42 7715 3500 1.67 42
°A
6-C2-9240
RS
O- 13430
E
45
14637 values having the OSHPD Anchorage 2-C2-3740 3120 1415 1.67 42 6-C2-11220 9370 4250 1.67 42
O-
6 (6091)
6653R 7618
4
SL
V (3463) Preapproval Number OPA-0194. Testing 4-C2-4840 4040 1833 1.67 42 9-C2-13860 11570 5248 1.67 42
RS
T 13430
10500
E SL and calculations were performed to meet 4-C2-6160 5145 2334 1.67 42 9-C2-16830 14050 6373 1.67 42
O-
7618I 6091(4773)
R RS
4
T
3463C O 10500 OSHPD criteria.
-2
I SLA
RS
LO
4773
6507 To use OSHPD submitted rated SPRING CHARACTERISTICS (inches and mm)
C
A -2
(2950) load curves: Spring Free Ratio Ratio
6507
L 2958 1) Calculate Vertical and Horizontal Size OD Height Kx/Ky OD/OH
Forces on mountings including
translations and overturning moments. C2 27/8 73 5 127 0.63-0.85 0.96-1.15
6007 11754
2) Plot Horizontal and Vertical Loads.
14000 All springs without ñ î have an Solid Spring Height = Free
(2723) (5343) The
(6350)intersection must fall within the area additional travel to solid equal Height minus 1.5 times the
6007HORIZONTAL
2730
11754 14000
5343 6350
below the OSHPD curve. to 50% of the rated deflection. Rated Deflection.
HORIZONTAL
Page
Page
W H SL L L
CW
°A
HRCSO SLRSOEBP housings require uniform support under entire base plate.
45
14637 -6
(6653) HCL
SL
E
(6091) For a full 50% specified minimum use the following ratings:
O-
R 7618
4
springs. A
6507 Size (Ibs) (kg) (in)(mm) Size (Ibs) (kg) (in) (mm)
RS
L (2958)
4400
2-C2-1760 1600 726 1.67 42 6245 2833 1.67 42
O-
OSHPD OPA-194(2000) 2-C2-2420 2020 916 1.67 42 6-C2-7260 6060 2749 1.67 42
Rated Load Curves (lbs kg) All mounts except SLRSEBP-9-C2 are 2-C2-3080 2570 1166 1.67 42 6-C2-9240 7715 3500 1.67 42
2409
(1092)awaiting
OSHPD-194 approval. SLRSEBP-
14830 SLRSO-B 2-C2-3740 3120 1415 1.67 42 6-C2-11220 9370 4250 1.67 42
1401 4800 6007 9-C2 11754has not been submitted.
6727
14000 4-C2-4840 4040 1833 1.67 42 9-C2-13860 11570 5248 1.67 42
xis
SL (637) (2182) (2730) (5343) (6350) 4-C2-6160 5145 2334 1.67 42 9-C2-16830 14050 6373 1.67 42
°A
RS
Horizontal, Vertical and 45Á plotted Ratings
45
14637 O- HORIZONTAL
6
6653 are California OSHPD submitted values
SPRING CHARACTERISTICS (inches and mm)
SL
V
RS
E 13430
6091 having the OSHPD Anchorage Preapproval
O-
R 7618
Number OPA-0194. Testing and calculations Spring Free Ratio Ratio
4
T 3463
10500
I SL
RS
4773 were performed to meet OSHPD criteria. Size OD Height Kx/Ky OD/OH
C
A
O
-2
6507 To use OSHPD submitted rated load curves: C2 27/8 73 5 127 0.63-0.85 0.96-1.15
L 2958
1) Calculate Vertical and Horizontal Forces All springs without ñ î have an additional travel to solid equal to 50% of
on mountings including translations and the rated deflection.
overturning moments.
2) Plot Horizontal and Vertical Loads. The Solid Spring Height = Free Height minus 1.5 times the Rated Deflection.
6007 11754 14000
2730 5343 6350 intersection must fall within the area below Designs using these mounts to resist wind loads must be in accordance
HORIZONTAL the OSHPD curve. with ASCE 7-05.
Page
s
xi
to control clearance R OSHPD criteria.
°A
T
45
I To use approved OSHPD
INTERCHANGEABLE 9/16î (14mm) rated load curves:
C
STEEL SPRING DIA. HOLES A 1) Calculate Vertical and
for L Horizontal Forces on mount-
1/2î (13mm) 500
NEOPRENE
DIA. BOLTS 227 ings including translations
ACOUSTICAL CUP and overturning moments.
(2 TYP.) 2) Plot Horizontal Load vs
360 163
Vertical Load. The point must
5î HORIZONTAL fall within the area below the
(127mm)
FREE For kN divide kg by 102 OSHPD curve.
&
4î OP. HT.
(102mm)
Mounts are galvanized.
5î
(127mm) 21/4î
(57mm)
TYPE SSLFH RATINGS
Rated Rated Spring Spring Max.
Capacity Defl Constant Color/ G
Size (Ibs) (kg) (in) (mm) (Ibs/in )(kg/mm) Stripe Ratingˆ
SSLFH-X-23 23 10 1.30 33 18 0.33 Brown 15.7
SSLFH-X-33 33 15 1.10 28 30 0.55 Red 10.9
SPRING DATA SSLFH-X-54 54 24 1.20 30 45 0.82 White 6.7
SSLFH-X-76 76 34 1.02 26 73 1.32 Black 4.7
Spring OD Free Ht. Ratio Ratio SSLFH-X-113 113 51 1.00 25 113 2.06 Yellow 3.2
Size (in) (mm) (in) (mm) Kx/Ky OD/OH SSLFH-X-130 130 59 1.00 25 130 2.37 Purple 2.8
23-130 11/2 38 23/8 60 0.70-0.90 0.88-1.25 SSLFH-X-175 175 79 1.00 25 175 3.19 Silver 2.1
125-220 11/2 38 25/8 67 0.75 0.92-1.00 SSLFH-X-210 210 95 1.00 25 210 3.82 Blue 1.7
Designs using these mounts to resist wind loads must be in
ˆ
Horizontal G Ratings are for quick reference only–
accordance with ASCE 7-95. Use OSHPD Rated Load Curves.
s
xi
A R
°A
INTERCHANGEABLE T 5500 To use approved
45
STEEL SPRING
I 2495 OSHPD rated load
SPRING NEOPRENE C SSLFH-B 6600 curves:
ACOUSTICAL CUP A 2994
INSPECTION 1) Calculate Vertical
PORTS Alternate– L and Horizontal Forces
ñ Kî DIA - 4 Holes SSLFH-A 4050 on mountings including
1837 translations and
ñ Jî DIA - 2 Holes
Countersunk to overturning moments. 2)
allow for plug
2150 Plot Horizontal Load vs
E welding or 975 Vertical Load. The point
C D F bolting must fall within the area
F B below the OSHPD curve.
Mounts are HORIZONTAL 1650 3100 3800
galvanized. 748 1406 1724 For kN divide kg by 102
s
PLATE is adjustable performed to meet
xi
2 Holes V 2608
°A
Counter- to control clearance
E OSHPD criteria.
45
sunk to
allow for
DUCTILE IRON R To use approved OSHPD
plug welding
HOUSING T 6600 rated load curves:
or bolting INTERCHANGEABLE I SSLFH-B 2994 1) Calculate Vertical
A STEEL SPRING C and Horizontal Forces
SPRING A on mountings including
NEOPRENE L 4050
INSPECTION ACOUSTICAL CUP translations and
PORTS 1837 overturning moments.
Alternate–
ñ Kî DIA - 2) Plot Horizontal Load vs
4 Holes Vertical Load. The point
must fall within the area
below the OSHPD curve.
D E
C F 3100 3800
HORIZONTAL
F B 1406 1724 For kN divide kg by 102
Mounts are
galvanized.
PLUG WELDED RATINGS
Horizontal Vertical STEEL
Designs using these mounts to resist wind loads must be Size (lbs) (kg) (lbs) (kg)
in accordance with ASCE 7-95. TYPICAL PLUG WELD
SSLFH-B & B2 3100 1406 4345 1971
SSLFH-C 3800 1724 5630 2554 Plug Welded Testing and
Calculations were performed
TYPE SSLFH RATINGS to meet OSHPD criteria.
Rated Rated Spring Spring Max.
Capacity Defl Constant Color/ G TYPE SSLFH DIMENSIONS (inches mm)
Size (Ibs) (kg) (in) (mm) (Ibs/in)(kg/mm) Stripe Ratingˆ Free &
SSLFH-B-20 20 9 2.40 61 8 0.1 Tan 155.0 Size A
B C D E F J K L M Op Ht
SSLFH-B-26 26 12 2.18 55 12 0.2 White/Blue 119.2 i 1/2 6 91/4 71/2 51/2 15/8 3/4 5/8 1/2- 7/8 71/2
SSLFH-B-35 35 16 2.20 56 16 0.3 Purple 88.6 SSLFH-Bi&iB2 13 152 235 191 140 41 19 16 13UNC 22 191
SSLFH-B-50 50 23 2.20 56 24 0.4 White/Red 62.0
1/2 7 11 9 6 2 7/8 3/4 5/8- 1 8
SSLFH-B-65 65 30 2.10 53 31 0.6 Brown 47.7 SSLFH-C2
SSLFH-B-85 85 39 2.10 53 40 0.7 White/Black 36.5 13 178 279 229 152 51 22 19 11UNC 25 203
SSLFH-B-115 115 52 2.00 51 57 1.0 Silver 27.0
SSLFH-B-150 150 68 2.00 51 75 1.3 Orange 20.7
SPRING DATA
SSLFH-B2-210 210 95 2.12 54 99 1.8 Silver 14.8
SSLFH-B2-290 290 131 2.00 51 144 2.6 Blue 10.7 Spring OD Free Ht. Ratio Ratio
SSLFH-B2-450 ˆ ˆ
450 204 2.00 51 224 4.0 Tan 6.9 Size (in) (mm) (in) (mm) Kx/Ky OD/OH
SSLFH-B2-680ˆ ˆ 680 308 2.00 51 340 6.0 Gray 4.6 B & B2 23/8 60 4 102 0.65-0.90 0.76-1.25
SSLFH-C2-125 125 57 2.50 64 50 0.9 Purple 30.4 C 27/8 73 41/8 105 0.90-1.00 0.92
SSLFH-C2-170 170 77 2.40 61 70 1.3 Brown 22.4
SSLFH-C2-210 210 95 2.30 58 90 1.6 Red 18.1
SSLFH-C2-260 260 118 2.20 56 120 2.1 White 14.6 ˆ ˆ
Published ratings allow minimum 25% additional travel to solid.
SSLFH-C2-330 330 150 2.00 51 165 2.9 Black 11.5 For a full 50% specified minimum use the following ratings:
SSLFH-C2-460 460 209 2.00 51 230 4.1 Blue 8.3
SSLFH-C2-610 610 277 2.00 51 305 5.4 Green 6.2 Derated Derated
SSLFH-C2-880ˆ ˆ 880 399 2.00 51 440 7.8 Gray 4.3 Capacity Defl Capacity Defl
SSLFH-C2-1210 1210 549
ˆ ˆ
2.00 51 605 10.8 Silver 3.1 Size (Ibs) (kg) (in) (mm) Size (Ibs) (kg) (in) (mm)
SSLFH-C2-1540ˆ ˆ 1540 699 2.00 51 770 13.7 Gray* 2.5
SSLFH-C2-1870ˆ ˆ 1870 848 2.00 51 935 16.6 Silver* 2.0 B2-450 410 186 1.83 46.5 C2-1210 1010 458 1.67 42.4
B2-680 565 256 1.66 42.2 C2-1540 1285 583 1.67 42.4
ˆ
Horizontal G Ratings are for quick reference only– C2-880 800 363 1.82 46.2 C2-1870 1560 708 1.67 42.4
Use OSHPD Rated Load Curves. All springs without ñ ˆ ˆ î have additional travel to solid equal to 50%
*with RED inner spring of the rated deflection.
THRU-BOLT
OSHPD OPA-0197
Rated Load Curves– (lbs kg)
18050 Horizontal, Vertical and 45Á plotted
8187 R ati ng s a re Califo rnia OSHPD
approved values having the OSHPD
Anchorage Preapproval Number OPA- G A
5000 0197. Testing and calculations were
C B
performed to meet OSHPD criteria. A
18110 Z-1011 snubbers sizes 500, 1250 F C
8214 & 5000 were submitted to OSHPD E Sizes
V in November 2003 and are awaiting T
E approval. 500-1250
R
T
0I 5350
C 2431 TYPE Z-1011 1G ALL DIRECTIONAL LOAD RATINGS AND DIMENSIONS
s
xi
A
°A
4050
Type & Size Load Ratings A AB B C D E F G T
U.S.A. Z-1011-500 500 lbs 31/8 3/8 71/2 11/2 1/2 3 3 21/2 1/4
2650 4950 or Z-1011-1250 1250 lbs 33/8 1/2 81/4 3 5/8 6 43/8 43/8 3/8
1204 23502250 British
Z-1011-5000 5000 lbs 5 5/8 121/2 21/2 3/4 7 5 5 1/2
500 (lbs & Z-1011-13000 13000 lbs 6 1 141/2 23/4 11/8 8 53/4 53/4 3/4
inches) Z-1011-25000 25000 lbs 63/8 11/4 16 41/8 13/8 11 8 8 1
2000
909 Z-1011-500 227 kg 79 10 191 38 13 76 76 64 6
Metric Z-1011-1250 568 kg 86 13 210 76 16 152 111 111 10
1900 3950 7250 Z-1011-5000 2273 kg 127 16 318 64 19 178 127 127 13
863 1795 (kgs &
3288 mm) Z-1011-13000 5909 kg 152 25 368 70 29 203 146 146 19
HORIZONTAL
Z-1011-25000 11364 kg 162 32 406 105 35 279 203 203 25
For kN divide kg by 102
Page
OSHPD OPA-0196
Rated Load Curves– (lbs kg)
G 6925
A
F 3141
B 2000
C
H A 5250
2386
*If snubbers are to be 9900
is
H 4491
Ax
secured by welding, they V 1000
O
4050
45
must be located over E
E beams or sole plates. R 3575 6000
T 1625 2727
I 500
T C 2750
A 250
4125
2350
L 1875
To use approved OSHPD rated load 1250
Horizontal, Vertical and 45Á plotted Ratings are
California OSHPD approved values having the curves: 1) Calculate Vertical and Horizontal 2800
Forces on mounting including translations 1272
OSHPD Anchorage Preapproval Number OPA-
0196. Testing and calculations were performed to and overturning moments. 2) Plot Horizontal
meet OSHPD criteria.Z-1225-2000 was submitted to Load vs Vertical Load. The point must fall
within the area below the OSHPD curve. 1300 3400 5100
3100 5000
OSHPD in November 2003 and is awaiting approval.
590 1409 2272 2313
HORIZONTAL
For kN divide kg by 102
TYPE Z-1225 1G ALL DIRECTIONAL LOAD RATINGS AND DIMENSIONS
1G All Equipment Base
Directional Anchor Bolt
Type & Size Load Ratings A AB B C D E F G H T Size & Length
Z-1225-250 250 lbs 2 1/2 5 13/4 5/8 3 21/8 31/2 „ 1/4 1/2î -13 UNC-4
U.S.A. or Z-1225-500 500 lbs 23/4 1/2 7 13/4 5/8 4 23/8 4 „ 1/4 5/8î -11 UNC-6
British Z-1225-1000 1000 lbs 3 5/8 8 21/2 3/4 5 21/2 5 „ 3/8 3/4î -10 UNC-6
Z-1225-2000 2000 lbs 5 3/4 12 3 7/8 6 3 6 „ 1/2 3/4î -10 UNC-6
(lbs &
inches) Z-1225-3000 3000 lbs 43/4 3/4 12 5 7/8 10 31/4 63/8 33/4 3/8 7/8î -9 UNC-6
Z-1225-5000 5000 lbs 6 1 15 6 11/8 12 31/2 63/8 43/4 3/8 1î -8 UNC-6
Z-1225-250 113 kg 51 13 127 44 16 76 54 89 — 6 1/2î -13 UNC-102
Metric Z-1225-500 227 kg 70 13 178 44 16 102 60 102 — 6 5/8î -11 UNC-152
Z-1225-1000 455 kg 76 16 203 64 19 127 64 127 — 10 3/4î -10 UNC-152
(kgs & Z-1225-2000 909 kg 127 19 305 76 22 152 76 152 — 13 3/4î -10 UNC-152
mm)
Z-1225-3000 1364 kg121 19 305 127 22 254 83 162 95 10 7/8î -9 UNC-152
Z-1225-5000 2273 kg 152 25 381 152 29 305 89 162 121 10 1î -8 UNC-152
Structural Slab
Polyethylene Sheet
or Concrete Release
Surface
7/16î (11mm)
#3 (9 mm) REBAR HOUSEKEEPING
ñ D” TAP– 12î (305 mm) LONG PAD
DIAMETER Tapping goes
HOLE FOR completely
#3 REBARS through HPA TIE TO
12î (305mm) W #3 (9 mm)
LONG to provide REBAR
secondary
anchorage and
support main
pad rebar
H
TAPERED DUCTILE IRON
FITTING WITH HEX FACE
FOR TIGHTENING
(Self Locking in Concrete)
HPA SAS STUD WEDGE
STRUCTURAL HOUSEKEEPING ANCHOR IN
FLOOR PAD ANCHOR STRUCTURAL FLOOR
Page
MASON INDUSTRIES, INC.
NY Mailing Address– P.O. Box 410 • Smithtown, NY 11787
STEEL HOUSING
6 – “G”
Diameter Holes
T
SHEAR
C
H I
E RBA Grafts
C
E
D A
B F
OSHPD OPA-0200
Rated Load Curves (lbs kgs )
10200 4636
(OS
s
xi
V HPD
°A
E Pen
TYPE RBA, RCA and RDA DIMENSIONS (inches millimeters) din
45
R g)
Type A B C D E F G H I J T T 9360
3 4 3/4 115/16 23/8 1 1 1/2 7/16 17/8 11/2 1/2-13UNC x 11/4 3/32 I 4254
RBA 76 121 49 60 25 38 11 48 38 2 C
A RDA
RCA 953 3/4 61/4 2 1/2 3 1/8 11/4 17/8 9/16 17/8 11/2 5/8 -11UNC x 11/4 3/32 L4500 4500 2041
159 64 79 32 48 14 48 38 2
5 8 3 1/4 4 1 3/4 21/2 3/4 23/8 17/8 7/8 -9UNC x 11/4 3/16 3750
RDA 127 203 1701 4050 1837
4050
83 102 44 64 19 60 48 5
RBA 2350
2350 RCA
TYPE RBA, RCA and RDA RATINGS 1066
3400 3750
s
xi
°A
B F V
45
E 3750 1701
3750
R 4700
T 4700
I 3 BRB 2132
C
2200A
TYPE BR DIMENSIONS (inches mm) 2200
L 998
Type A B C D E F G H J K L M N RC
BRA 2200
2200
3/16 21/2 41/4 15/8 13/8 3/4 3 1 1/2 3/8 3/8 1/4 5/16 x 1 3/16 998
BRA 5 64 108 41 34 19 76 25 13 10 10 6 5/16 x 25 5 1
790
3/16 31/4 53/4 21/4 17/8 7/8 3 2 5/8 1/2 1/2 3/8 7/16 x 1 1/4 790
BRB 358
5 83 146 57 48 22 76 51 16 13 13 10 7/16 x 25 6
0
880 1550 3150
880 1550 1800 3150
1/4 51/4 9 3 5/8 3 11/2 61/2 41/2 7/8 3/4 3/4 5/8 5/8 x 11/2 5/8
BRC 6 133 229 92 76 38 165 114 22 22 22 16 5/8 x 38 16 399 7031800816 1429 HORIZONTAL
1/4 6 101/2 43/8 35/8 15/8 61/2 41/2 7/8 3/4 3/4 5/8 5/8 x 11/2 5/8
BRD For kN divide kg by 102
6 152 267 111 92 41 165 114 22 22 22 16 5/8 x 38 16
HG
OD
Isolation
ID Pad
Material:
hg ap il iso.art /photo files /photo
Bridge-Bearing
Neoprene
H
HD Steel to Concrete Detail
HG
TYPE HG DIMENSIONS
Allowable Allowable
Shear Load Tension Load
in a Steel to in a Steel to
Bolt Dia.* Steel Connection Steel Connection ID HD OD T H
Size (in) (mm) (lbs) (kN) (lbs) (kN) (in) (mm) (in) (mm) (in) (mm) (in) (mm) (in) (mm)
HG-25 1/4 6 490 2.2 980 4.4 1/4 6 1/2 13 1 25 1/8 3 3/8 10
HG-38 3/8 10 1100 4.9 2200 9.8 3/8 10 5/8 16 11/4 32 1/8 3 1/2 13
HG-50 1/2 13 1960 8.7 3920 17.4 1/2 13 3/4 19 15/8 41 1/8 3 1/2 13
HG-63 5/8 16 3070 13.6 6140 27.2 5/8 16 7/8 22 2 51 3/16 5 5/8 16
HG-75 3/4 19 4420 19.7 8840 39.4 3/4 19 1 25 21/4 57 3/16 5 5/8 16
HG-100 1 25 7850 34.9 15700 69.8 1 25 11/4 32 23/4 70 1/4 6 7/8 22
HG-125 11/4 32 12270 54.6 24540 109.2 11/4 32 11/2 38 31/4 83 1/4 6 7/8 22
HG-150 11/2 38 17670 78.6 35340 157.2 11/2 38 13/4 45 33/4 95 1/4 6 1 25
* Retention strength based on diameter of anchor bolt and anchoring method.
TYPE SAS STANDARD LENGTH ANCHOR STUD RATINGS BASED ON ALLOWABLE STRESS
DESIGN (ASD) installed into 2500 psi (17.2 Mpa) Normal Weight or Sand– Lightweight Concrete*
TYPE SASE EXTENDED LENGTH ANCHOR STUD RATINGS BASED ON ALLOWABLE STRESS
FULL DIAMETER DESIGN (ASD) installed into 2500 psi (17.2 Mpa) Normal Weight or Sand– Lightweight Concrete*
SEISMIC Normal Weight Concrete Lightweight Concrete
ANCHOR STUD Type Embedment
and Depth Tension† Shear Tension† Shear
Size (in) (mm) (lbs) (kg) (lbs) (kg) (lbs) (kg) (lbs) (kg)
A
SASE-3/8 27/8 73 950 430 820 390 690 315 820 370
SASE-1/2 37/8 98 1275 580 2960 1340 1080 490 2325 1055
SASE-5/8 51/8 130 2355 1070 4520 2050 1660 755 3580 1625
SASE-3/4 53/4 146 2740 1245 6980 3165 1645 745 4190 1900
TRI-SEGMENTED
CLIP TYPE SAS & SASE ANCHOR STUD RATINGS BASED ON ALLOWABLE STRESS
DESIGN (ASD) installed in the Soffit of 3000 psi (20.7 Mpa) Normal Weight or Sand-Lightweight
Concrete-filled Profile Steel Deck Assemblies*.
Anchors must be installed in either the lower or upper flutes of the profile deck.
Type Embedment For combined allowable stress design tension
and Depth Tension Shear and shear forces on anchors, use the following
ANCHORS ARE Size (in) (mm) (lbs) (kg) (lbs) (lbs) equation:
ZINC PLATED
B SAS-3/8 2 51 430 195 725 330
SASE-3/8 33/8 86 760 345 1590 720 TApplied VApplied
+ ≤ 1.2
SAS-1/2 23/4 70 695 315 970 440 TAllowable (ASD) VAllowable (ASD)
SASE-1/2 41/2 114 930 420 2085 945
SAS-5/8 33/8 86 890 405 1200 545
SASE-5/8 55/8 143 1700 770 3185 1445
SAS-3/8 31/2 89 3/8 10 30 41 The Tension values may be increased for greater compressive strength,
SAS-1/2 41/4 108 1/2 13 50 68 up to 8500 psi (58.6 MPa), by multiplying the value by (FÍ c/2500)0.5, where FÍ c is
SAS-5/8 5 127 5/8 16 85 116 the specified strength of concrete in psi.
SAS-3/4 61/4 159 3/4 19 180 244 For example: SAS-1/2 in 4000 psi normal weight concrete
SAS-1 7 178 1 25 230 312
SASE-3/8 5 127 3/810 30 41 (
T = 4000
2500 )
0.5
x 980 lbs = 1240 lbs
SASE-1/2 51/2 140 1/213 50 68
SASE-5/8 7 178 5/816 85 116
NOTES:
SASE-3/4 81/2 216 3/419 180 245 1. All values are for single anchors with no edge distance or spacing reduction.
Anchors have the following Code Reports: 2. Anchorage must be designed in accordance with ACI 318-05 Appendix D.
• ICC-ES-ESR-1771 and City of Los Angeles 3. Allowable loads are for the attachment of non-structural components.
RR25705 for cracked & uncracked concrete 4. Allowable loads are based on 100% seismic loading in seismic design categories C-F.
• Florida Statewide Product Approval FL11506.6
Page
FM56
ICC Report ICC-ES-ESR-1771
Patrick J. Lama
Civil Engineer
California No. 25878
SAST SEISMIC ANCHOR SELF-TAPPING
TYPE SAST ANCHOR BOLT RATINGS BASED ON ALLOWABLE STRESS DESIGN (ASD)
Installed into 2500psi (17.2Mpa) Installed into 2500psi (17.2Mpa) Maximum
Type Embedment Normal Weight Concrete Lightweight Concrete Tightening Torque
and Depth Tension† Shear Tension† Shear
Size (in) (mm) (lbs) (kg) (lbs) (kg) (lbs) (kg) (lbs) (kg) (Ft-lbs) (N-m)
SAST-3/8 31/4 83 920 410 1160 525 555 250 695 315 50 68
FLANGED HEX HEAD SAST-1/2 4 102 1500 680 2010 910 900 405 1205 545 65 88
WITH RATCHET SAST-5/8 41/2 114 1810 820 3870 1755 1085 490 2325 1055 140 190
TEETH ON SAST-3/4 51/2 140 2070 940 3925 1780 1245 565 2355 1065 150 205
UNDERSIDE TO For combined allowable stress design tension and shear forces on anchors, use the following equation:
HELP PREVENT
LOOSENING OF
ANCHOR TApplied VApplied
+ ≤ 1.2
TAllowable (ASD) VAllowable (ASD)
* These values are applicable when the anchors are installed with periodic special
ANCHORS ARE inspection as set forth in Section 1701.5.2 and Section 1704.13 of the IBC.
ZINC PLATED
A
The Tension values may be increased for greater compressive strength,
up to 8500 psi (58.6 MPa), by multiplying the value by (FÍ c/2500)0.5, where FÍ c is
SELF UNDERCUTTING the specified strength of concrete in psi.
THREADS For example: SAST-1/2 in 4000 psi normal weight concrete
SERRATED (
4000 0.5
T = 2500 )x 1500 lbs = 1895 lbs
TEETH ON
SPECIALIZED
HEAT-
TREATED TIP TYPE SAST ANCHOR BOLT DIMENSIONS
Type and A B Anchors have the following Code Reports:
Size (in) (mm) (in) (mm) • ICC-ES-ESR-2713 and City of Los Angeles
B Report RR25741 for cracked & uncracked concrete
SAST-3/8 4 102 3/8 10 • ICC-ES-ESR-1056 and City of Los Angeles Report
SAST-1/2 5 127 1/2 13 RR25560 for CMU (Concrete Masonry Units)
SAST-5/8 6 152 5/8 16 • Florida Statewide Approval FL11506.7
SAST-3/4 7 178 3/4 19 • Factory Mutual 3017082
NOTES:
1. All values are for single anchors with no edge distance or spacing reduction.
2. Anchorage must be designed in accordance with ACI 318-05 Appendix D.
3. Allowable loads are for the attachment of non-structural components.
4. Allowable loads are based on 100% seismic loading in seismic design categories C-F.
Page
FM57
ICC Report ICC-ES-ESR-2713
Patrick J. Lama
Civil Engineer
California No. 25878
SRA
DRILL BIT
DIAMETER NOTES:
1. All values are for single anchors with no edge distance or spacing reduction.
2. Anchorage must be designed in accordance with ACI 318-05 Appendix D.
3. Allowable loads are for the attachment of non-structural components.
4. Allowable loads are based on 100% seismic loading in seismic design categories C-F.
Page
FM58
ICC Report ICC-ES-ESR-2508
Patrick J. Lama
Civil Engineer
California No. 25878