ANCHORING & FASTENING SYSTEM S

71 Pages·2012·6.24 MB·English

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Powers Fasteners 2 Powers Lane, Brewster, NY 10509 ,
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Phone: [phone] Fax: [phone] ,
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Powers Fasteners Canada Ltd. 6950 Edwards Boulevard
Mississauga Ontario L5T-2W2 Canada
P: [phone] or 1-800-387-3480 F: [phone]
Cat. No. 49146 ©2011 Powers Fasteners, Inc. Second Printing
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POW1996_errata_ae_Layout 1 7/17/12 4:16 PM Page 5
Introduction
Powers Fasteners, Inc. has been a worldwide pioneer in the fastening industry since 1921 and today is the leading supplier of concrete
and masonry anchors and fastening systems in North America. Powers has extensive engineering and manufacturing expertise in
several product groups, including mechanical anchors, adhesive anchoring systems and powered forced-entry systems such as powder-
actuated and gas fastening systems.
The 6th Edition of the Powers Technical Manual for the Design Professional:
This comprehensive technical manual was developed for the design professional and specifier. It is an update to our previous technical
manual and is based on several decades of industry experience. The manual is the culmination of our efforts to include the latest in
anchor technology, testing standards, performance data and product listings. It should be used as a reference for selecting and
specifying the proper products for your anchoring and fastening applications.
Use of our website is strongly recommended (www.powers.com):
The Powers website contains our product information, documentation and updates. This includes product approvals and listings, MSDS
sheets, general product information, software tools, contact information, newsletters and announcements. These program resources and
supplements, combined with over twenty stocking locations throughout North America, provide one of the best engineering and field
support systems available in the anchoring industry.
Powers Design Assist (PDA) real-time anchor design software is more powerful than ever:
Our PDA software provides code-compliant anchoring solutions in a dynamic environment with real-time results. It does more than just
provide calculations. It is also a comprehensive digital library for mechanical anchors, adhesive anchoring systems and cast-in-place
anchor products. Multiple products in the PDA software can be compared in seconds with utilization ratings using the innovative
Anchor Tree feature.
We invite you to utilize our other services for design professionals:
Our engineering and field support teams can offer educational seminars/workshops, technical support and field-testing of Powers
Fasteners products. We also offer our national Powers Training Vehicle (PTV) program for product installation demonstrations,
instruction, and training for designers and contractors. We have a fully dedicated staff of customer support specialists and engineers to
answer all of your technical needs. If you should have any questions or feedback, please contact customer service at [phone] or
toll free at [phone] or by email at [email protected].
Individual help and specification tools are only minutes away:
Improve your firm’s specifications by adding our code compliant products into your design documents. If you would like assistance
writing our products into your specifications, please contact our engineering department toll free at [phone] or by email at
[email protected]. We look forward to earning your specification and working with you.
Quality Policy
Powers Fasteners, Inc. is committed to meeting or exceeding our customer’s expectations, for all our products and services, through
continuous improvement of the Quality Management System.
Quality Statement
Powers Fasteners, Inc. is an ISO 9001:2008 certified anchoring products company and is dedicated to a quality leadership position in
the design and manufacture of products for the construction industry. We strive to achieve this mission by seeking to achieve total
customer satisfaction through high quality offerings in design and manufacturing. Powers Fasteners, Inc. values and promotes
education and training, continuous product improvement through dedication and teamwork, environmental responsibility and a safe
work place.
Powers Fasteners, Inc.
Frederic Powers III Jeffrey Powers Christopher Powers
President CEO Chairman
ii
POW1996_errata_ae_Layout 1 7/17/12 4:16 PM Page 3
Post-Installed
Anchor Technology
BASE MATERIALS (Continued)
Rebar Rebar Grade 40 Rebar Grade 60 Rebar Common construction methods in which concrete can be used are
Size Area Allowable Yield Ultimate Allowable Yield Ultimate shown in the following figures.
d Abr Tension Strength Strength Tension Strength Strength
in.2 lbs. lbs. lbs. lbs. lbs. lbs.
(mm2) (kN) (kN) (kN) (kN) (kN) (kN)
0.110 2,200 4,400 7,700 2,640 6,600 9,900
No. 3
(71.0) (9.9) (19.8) (34.7) (11.9) (29.7) (44.6)
No. 4 0.200 4,000 8,000 14,000 4,800 12,000 18,000 Poured in Place concrete Composite slabs poured
(129.0) (18.0) (36.0) (63.0) (21.6) (54.0) (81.0) using a form system over steel deck
0.310 6,200 12,400 21,700 7,440 18,600 27,900
No. 5
(200.0) (27.9) (55.8) (97.7) (33.5) (83.7) (125.6)
0.440 8,800 17,600 30,800 10,560 26,400 39,600
No. 6
(283.9) (39.6) (79.2) (138.6) (47.5) (118.8) (178.2)
0.600 12,000 24,000 42,000 14,400 36,000 54,000 Precast tees Precast beams and columns
No. 7
(387.1) (54.0) (108.0) (189.0) (64.8) (162.0) (243.0)
0.790 15,800 31,600 55,300 18,960 47,400 71,100
No. 8
(509.7) (71.1) (142.2) (248.9) (85.3) (213.3) (320.0)
1.000 20,000 40,000 70,000 24,000 60,000 90,000 Post-tensioned slabs and beams
No. 9
(645.2) (90.0) (180.0) (315.0) (108.0) (270.0) (405.0)
1.270 25,400 50,800 88,900 30,480 76,200 114,300
No. 10
(819.4) (114.3) (228.6) (400.1) (137.2) (342.9) (514.4)
1.560 31,200 62,400 109,200 37,440 93,600 140,400
No. 11
(1,006.4) (140.4) (280.8) (491.4) (168.5) (421.2) (631.8)
Precast plank Tilt-up wall panels
2.250 45,000 90,000 157,500 54,000 135,000 202,500
No. 14 (1,451.6) (202.5) (405.0) (708.8) (243.0) (607.5) (911.3) Masonry Materials
The strength of masonry walls is usually less than that of
4.000 80,000 160,000 280,000 96,000 240,000 360,000
No. 18
(2,580.6) (360.0) (720.0) (1,260.0) (432.0) (1,080.0) (1,620.0) concrete and the consistency of these materials can vary on a
regional basis. To form a wall, individual masonry units are
The strengths listed in the table above are calculated based on the
bonded together with a cement mortar. A vertical row is
following stresses. The allowable tensile stress, fs, for the
called a course and a horizontal row is called a wythe. The
reinforcing is based on the building code requirements.
strength of the mortar is often the critical factor in product
performance. Anchors or fasteners may be installed in the
horizontal mortar joint or directly into some types of masonry
units. In field testing, products should be installed and loaded
Grade 40 Rebar Grade 60 Rebar
to simulate the actual placement. The reaction bridge used
Allowable Yield Ultimate Allowable Yield Ultimate
Tension Strength Strength Tension Strength Strength should span the joint or unit to provide an unrestrained test.
psi psi psi psi psi psi Note: Hollow base materials require special care as the anchor
(MPa) (MPa) (MPa) (MPa) (MPa) (MPa)
or fastener must be properly sized to coincide with the wall
20,000 40,000 60,000 24,000 60,000 90,000 thickness or selected to properly expand in the void for toggle
(138.0) (276.0) (414.0) (165.6) (414.0) (621.0)
type anchors. When using anchors, spalling can occur during
Generally, concrete is capable of sustaining a higher load than the drilling process, further decreasing the wall thickness.
brick or block. As the embedment depth of an anchor or fastener Manufacturers of hollow base materials often specify a
is increased, the tension load will increase up to a point at which maximum load that can be applied to the material. Since the
either the capacity of the anchor is reached in pullout or steel strength of masonry materials varies widely, job site tests are
strength or the capacity of the concrete is reached where the base recommended to determine actual load capacities for critical
material fails locally. applications.
Concrete Block
Masonry block is found in a variety of sizes and shapes
depending upon the age and location of a building. Both
hollow and solid styles which can be classified as load-bearing
or non-load bearing are used. Load-bearing block, known as a
concrete masonry unit (CMU) is generally suitable for
anchoring or fastening.
Powers USA:[phone] or [phone] Canada: [phone] or [phone] www.powers.com 3
POW1996_errata_ae_Layout 1 7/17/12 4:16 PM Page 13
Post-Installed
Anchor Technology
ANCHOR BEHAVIOR (Continued)
Anchor Material Failure Load
A failure of the anchor body or rod
1 Preloaded Anchor
will occur when the applied load Ultimate
Load
exceeds the strength of the material
from which the anchor is
manufactured. For mechanical
2 Non Preloaded Anchor
anchors, this usually occurs for anchors which are embedded deep
Working
enough to develop the full strength of the expansion mechanism Load
and the base material. For adhesive anchors, this will occur when
the base material and bond strength of the adhesive is greater than Displacement
the strength of the anchor rod.
Effects of preload on anchor performance
Spacing or Edge Failure
In curve 1, the tightened anchor does not experience significant
The spacing and edge distance of
displacement until well above the working load. Curve 2 shows the
installed anchors will affect the
performance of the anchor not tightened which experiences marked
mode of failure along with the
displacement in the working load range.
resulting ultimate load capacity.
Anchors which are spaced close Preload Relaxation
together will have a compound In concrete, anchors which have been preloaded by tightening or the
influence on the base material resulting in lower individual ultimate application of an installation torque will experience a phenomena
load capacities. For anchors installed close to an unsupported edge, called preload relaxation. This will also occur in masonry base
the load capacity will be affected by both the direction of the load materials. In a typical mechanical anchor installation, high bearing
and the distance from the edge. As load is applied, a concrete cone stresses against the concrete base material are created around the
type of failure will occur. This can be caused by the compressive expansion mechanism of the anchor as it is preloaded. These high
forces generated by the expansion mechanism or by the stresses bearing stresses cause the concrete in the area of the expansion
created by the applied load. mechanism to creep which results in a slight movement of the
anchor. This slight movement causes a reduction of preload and a
Base Material Splitting
corresponding reduction in the measured torque. Industry experience
Concrete and masonry units must be of
has shown that a decrease in preload in the range of 40 to 60
sufficient size to prevent cracking or
percent can be expected in normal-weight concrete. This will vary
splitting during anchor installation and
depending upon the modulus of elasticity of the concrete. The final
as load is applied. The critical
preload is typically 1.5 to 2.0 times the working load based on the use
dimensions include the thickness and
of a safety factor of 4. Typical load relaxation is shown in the
the width of the base material.
following diagram.
Preload
Anchor Preload and Torque
100
Anchor preload is developed by the setting action in a displacement
e
controlled anchor or the tightening of a bolt/nut in a torque alu 80
V
controlled anchor. When a load is applied to an anchor, significant al
displacement will not occur until the preload in the anchor has been niti 60
exceeded. The amount of preload normally does not have any effect nt of I 40
on ultimate load capacity provided the anchor is properly set. By e
tightening a torque controlled anchor a particular number of turns Perc 20
or to a specific torque level, the anchor is initially preloaded. This
5 10 15 20
action will reduce the overall displacement of the anchor and Time (Days)
normally ensures that elastic behavior will occur in the working load
range (but should not be counted on where cracking of the Typical preload relaxation
concrete may occur, e.g. seismic event). A preload may also be
applied to achieve a clamping force between the fixture and the
base material. The diagram below shows the effect of preload on Relaxation begins immediately after tightening with most of the
the performance characteristics of two wedge anchor samples. relaxation occurring during the first few hours after installation. For
example, in an application where an installation torque of 60 foot-
pounds is applied, a decrease in the torque measured 24 hours later
to a level of 30 foot-pounds due to preload relaxation would be
considered normal. Retorquing of the anchors may slightly increase
the final value of the preload, however, this is not normally
recommended as repeated tightening may eventually jack the anchor
out of the base material, especially for expansion anchors where the
high compressive forces developed by the expansion mechanism of
some anchors may cause localized failure of the concrete.
Powers USA:[phone] or [phone] Canada: [phone] or [phone] www.powers.com 13
POW1996_errata_ae_Layout 1 7/17/12 4:17 PM Page 15
Post-Installed
Anchor Technology
INSTALLATION CRITERIA
As with any building component, proper installation is the key to a Anchor holes should be drilled to the proper depth which is based
successful application once an anchor has been designed and on the anchor style. The recommended drilling depth is listed in the
properly selected. installation instructions for the individual products. When a one-step
anchor such as a wedge style is installed, the expansion mechanism
Drilled Hole
scrapes the walls of the anchor hole. This scraping action pushes
A properly drilled hole is a critical factor both for ease of installation concrete dust particles ahead of the anchor. When using this style
and optimum anchor performance. The anchors selected and the drill of anchor, the purpose of drilling the anchor hole to the
bits to be used should be specified as part of the total anchoring recommended depth is to allow a place for the dust to settle as the
system. Most Powers anchors are designed to be installed in holes anchor is installed. Anchor holes should be thoroughly cleaned prior
drilled with carbide tipped bits meeting the requirements of the to installation of the anchor unless otherwise noted.
American National Standards Institute (ANSI) Standard B212.15 unless
This procedure is easily accomplished using compressed air or a
otherwise specified. If alternate bit types are used, the tip tolerance
vacuum. Dust and other debris must be removed from the hole to
should be within the ANSI range unless otherwise permitted. The
allow an anchor to be installed to the required embedment and to
following table lists the nominal drill bit diameter along with the
ensure that the expansion mechanism can be properly actuated.
tolerance range established by ANSI for the carbide tip.
Extra care must be be taken when using adhesives. The drilled hole
Nominal ANSI Nominal ANSI should be thoughly cleaned, including brushing and blowing of the
Drill Standard Drill Standard anchor hole with suitable equipment to ensure that a proper bond
1/8" 0.134-0.140" 11/16" 0.713-0.723" is developed. See specific product information concerning suitability
5/32" 0.165-0.171" 3/4" 0.775-0.787" of installations in wet or submerged environments.
11/64" 0.181-0.187" 27/32" 0.869-0.881"
3/16" 0.198-0.206" 7/8" 0.905-0.917"
Anchor Alignment
7/32" 0.229-0.237" 15/16" 0.968-0.980"
1/4" 0.260-0.268" 1" 1.030-1.042" Anchors should be installed perpendicular to the surface of the base
9/32" 0.296-0.304" 1 1/8" 1.160-1.175" material. Within the industry, +/- 6° is typically used as the
5/16" 0.327-0.335" 1 1/4" 1.285-1.300" permissible deviation from perpendicular. If anchors are installed
3/8" 0.390-0.398" 1 3/8" 1.410-1.425" beyond this point, calculations to ensure that a bending load has
7/16" 0.458-0.468" 1 1/2" 1.535-1.550" not been created may need to be performed. Job site tests may be
1/2" 0.520-0.530" 1 5/8" 1.655-1.675" required to determine actual load capacities if anchors are not
9/16" 0.582-0.592" 1 3/4" 1.772-1.792" installed perpendicular to the surface of the base material.
5/8" 0.650-0.660" 2" 2.008-2.028"
Clearance Holes
Powers anchors are designed to be installed in holes drilled in
When drilling an anchor hole using a carbide tipped bit, the rotary concrete and masonry base materials with carbide tipped drill bits
hammer or hammer drill used transfers impact energy to the bit meeting the requirements of ANSI B212.15 as listed in the previous
which forms the hole primarily due to a chiseling action. This action section unless otherwise noted. The actual hole diameter drilled in
forms an anchor hole which has roughened walls. Mechanical the base material using an ANSI Standard carbide tipped bit is larger
anchors should not be installed in holes drilled with diamond tipped than the nominal diameter. For example, a 1/2" nominal diameter
core bits unless testing has been conducted to verify performance. drill bit has an actual O.D. of 0.520" to 0.530". When selecting the
Adhesive anchors should also be tested. A diamond tipped bit drills diameter of the hole to be pre-drilled in a fixture, the diameter of
a hole which has very smooth walls which can cause some anchor the hole selected should allow for proper anchor installation.
types to slip and fail prematurely. Smooth walls should generally be
For through fixture installations, it is necessary to pre-drill or punch a
roughened and cleaned.
minimum clearance hole in the fixture which is large enough to
During the drilling operation, bit wear should be monitored to allow the carbide tipped bit and the anchor to pass through.
ensure that the carbide tip does not wear below the following limits
One-step mechanical expansion anchors require a pre-drilled hole in
to ensure proper anchor functioning. This is especially important
the fixture which is large enough for the expansion mechanism to
when using mechanical anchors (including screw anchors).
be driven through. Normally, for mechanical expansion anchor sizes
Generally, mechanical anchors can be installed in holes drilled with
up to 7/8", the minimum clearance hole required is the anchor
bits which have worn, but are still in the acceptable range. This
diameter plus 1/16". For sizes 1" and larger, the minimum clearance
depends on the base material, so this information should be used as
hole is the anchor diameter plus 1/8". This clearance hole should be
a guide.
adjusted to allow for any coating applied to the fixture.
Nominal Lower Nominal Lower As in all applications, the design professional responsible for the
Drill Wear Drill Wear installation should determine the clearance hole to be used based
3/16" 0.190" 5/8" 0.639" on the anchor selected and relevant code requirements.
1/4" 0.252" 3/4" 0.764"
5/16" 0.319" 7/8" 0.897"
3/8" 0.381" 1" 1.022"
1/2" 0.510" 1 1/4" 1.270"
Powers USA:[phone] or [phone] Canada: [phone] or [phone] www.powers.com 15
POW1996_errata_ae_Layout 1 7/17/12 4:17 PM Page 18
Post-Installed
Anchor Technology
DESIGN RECOMMENDATIONS (Continued)
Anchors for use in Seismic Design
For an installation in 6,000 psi concrete, the following
Seismic design as based on the building codes require that information is obtained from the load capacity chart for the
building structures resist the effects of ground motion induced carbon steel Wedge-Bolt+ anchor.
by an earthquake. Each structure is assigned to a seismic design Anchor diameter: 3/4"
category/zone based on the location of the building site as
Embedment depth: 5"
referenced in the building codes.
Maximum Allowable Tension Load: 4,850 lbs.
Seismic design is complex as it considers several influencing
factors such as site geology and soil characteristics, building Maximum Allowable Shear Load: 5,425 lbs.
occupancy categories, building configuration, structural systems, The spacing and edge distance factors would be applied as
and lateral forces. Lateral forces are critical because of an follows. For anchor No. 1, the reductions which should be
earthquakes tendency to shake the building structure from side applied are for the influence of the spacing from anchor No. 4
to side. and two edge distance influences ( 6" horizontally and 7 1/2"
Anchors to be used for seismic loads will not be fully loaded in vertically). Refer to the Load Adjustment Factors for Normal-
place until an earthquake occurs. Test methods have been weight Concrete tables for the applicable reduction factors
developed to provide a criteria for evaluating the performance located in the product section of this manual.
of both adhesive and mechanical anchors when subjected to Allowable Tension Load
simulated seismic loading. Anchors are subjected to a simulated For the 6" spacing, FNS= 0.75 (taken from the spacing table
seismic load cycle. In shear, anchors are tested and are
for tension).
subjected to alternating load applications.
For the 6" edge distance, FNC= 1.00 (taken from the edge
The criteria to be used as conditions of acceptance are based on
distance table for tension).
conducted testing according to ASTM and ICC-ES Acceptance
Criteria, including seismic qualification on several anchoring For the 7 1/2" edge distance, FNC= 1.00 (taken from the edge
distance table for tension).
products. See individual product sections for more information.
The allowable tension load based on the reduction factors is
calculated as follows:
Allowable Stress Design (ASD) Example
Allowable Load = 4,850 x 0.75 x 1.00 x 1.00 = 3,635 lbs.
The following example is provided as a reference to familiarize
the designer with the use of spacing and edge distance
Allowable Shear Load
reduction factors. In this application, a steel angle is to be
fastened to a 6,000 psi precast structure to reinforce the For the 6" spacing, FVS= 0.88 (taken from the spacing table
existing column and beam connections as shown in the for tension).
following diagram. The designer has previously calculated the For the 6" edge distance, FVC= 0.62 (taken from the edge
service loads and would prefer to use 4 anchors. Based on the distance table for tension).
calculations, the required service loads for an anchor at location
For the 7 1/2" edge distance, FVC= 0.81 (taken from the edge
No. 1 would be 1,500 lbs. in tension and 2000 lbs. in shear.
distance table for tension).
The Wedge-Bolt+ anchor has been selected because of the
The allowable tension load based on the reduction factors is
finished appearance.
calculated as follows:
Allowable Load = 5,425 x 0.88 x 0.62 x 0.81 = 2,395 lbs.
Combined Loading
Once the allowable load capacities are established including the
2 3
12" effects of spacing and edge distance, the combined loading
formula should be checked.
7 1/2" 2 1 4 (1500/3635)5/3+ (2000/2395)5/3
1 0.23 + 0.74 = 0.97 ≤ 1 , OK.
9" 6" 6" 6" The design approach would be similar for the remainder of
the anchors using allowable stress design.
18 www.powers.com Canada: [phone] or [phone] Powers USA:[phone] or [phone]
POW1996_errata_ae_Layout 1 7/17/12 4:18 PM Page 55
PRODUCT INFORMATION Power-Stud+® SD1
INSTALLATION SPECIFICATIONS
Installation Table for Power-Stud+ SD11
Anchor Property/Setting Nominal Anchor Diameter
Notation Units
Information 1/4 3/8 1/2 5/8 3/4 7/8 1 1-1/4
in. 0.25 0.375 0.500 0.625 0.75 0.875 1 1.25
Anchor diameter do
(mm) (6.4) (9.5) (12.7) (15.9) (19.1) (22.2) (25.4) (31.8)
Minimum diameter of hole in. 5/16 7/16 9/16 11/16 13/16 15/16 1-1/8 1-3/8
dh
clearance in fixture (mm) (7.5) (11.1) (14.3) (17.5) (20.6) (23.8) (28.6) (34.9)
in. 1/4" 3/8" 1/2" 5/8" 3/4" 7/8" 1" 1-1/4"
Nominal drill bit diameter dbit
(mm) ANSI ANSI ANSI ANSI ANSI ANSI ANSI ANSI
Minimum nominal in. 1-3/4 2-3/8 2-1/2 3-3/4 3-3/8 4-5/8 4 4-1/2 5-1/2 6-1/2
hnom
embedment depth (mm) (44) (60) (64) (95) (86) (117) (102) (114) (140) (165)
in. 1.5 2 2 3.25 2.75 4 3.125 3.5 4.375 5.375
Effective embedment hef
(mm) (38) (51) (51) (83) (70) (102) (79) (89) (111) (137)
in. 2 2-5/8 2-3/4 4 3-3/4 5 4-1/4 4-13/16 4-7/8 7-1/4
Minimum hole depth2 ho
(mm) (51) (67) (70) (102) (95) (127) (108) (122) (124) (184)
Minimum member in. 4 4 5 6 6 7 6 10 10 12
hmin
thickness2 (mm) (102) (102) (127) (152) (152) (178) (152) (254) (254) (305)
Minimum overall anchor ℓ in. 2-1/4 3 3-3/4 5-1/2 4-1/2 6 5-1/2 6 9 9
length anch (mm) (57) (76) (95) (140) (114) (152) (140) (152) (229) (229)
in. 1-3/4 2-1/4 5-1/4 4 5-1/2 4-1/4 5 7 8 8
Minimum edge distance2 cmin
(mm) (44) (57) (133) (102) (140) (108) (127) (178) (203) (203)
in. 2-1/4 3-3/4 7-1/4 5 11 4-1/4 6 6-1/2 8 8
Minimum spacing distance2 smin
(mm) (57) (95) (184) (127) (279) (108) (152) (165) (203) (203)
in. 3-1/2 6-1/2 8-1/2 8 6 10 11 12 12 15
Critical edge distance2 cac
(mm) (89) (165) (216) (203) (152) (254) (279) (305) (305) (381)
ft.-lbf. 4 20 40 80 110 175 225 375
Installation torque3 Tinst
(N-m) (5) (27) (54) (108) (149) (237) (305) (508)
Torque wrench/socket size - in. 7/16 9/16 3/4 15/16 1-1/8 1-5/16 1-1/2 1-7/8
Nut height - In. 7/32 21/64 7/16 35/64 41/64 3/4 55/64 1-1/16
For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m.
1. The information presented in this table is to be used in conjunction with the design criteria of ACI 318 Appendix D.
2. For installations through the soffit of steel into concrete, see the installation detail. Anchors in the lower flute may be installed with a maximum 1-inch offset in either direction from the center of
the flute. In addition, anchors must have an axial spacing along the flute equal to the greater of 3hefor 1.5 times the flute width.
3. For installation of 5/8-inch diameter anchor through the soffit of the steel deck into structural sand-lightweight concrete, installation torque is 50 ft.-lbf. For installation of 3/4-inch diameter anchor
through the soffit of the steel deck into structural sand-lightweight concrete, installation torque is 80 ft.-lbf.
Head Marking Legend
Power-Stud+ SD1 Anchor Detail Letter Code = Length Identification Mark
C+1 ‘+’ Symbol = Strength Design Compliant Anchor
(see ordering information)
Number Code = Carbon Steel Bodyand Expansion Clip
(not on 1/4” diameter anchors)
Length Identification
Mark A B C D E F
From 1-1/2” 2” 2-1/2” 3” 3-1/2” 4”
Up to but
not 2” 2-1/2” 3” 3-1/2” 4” 4-1/2”
including
Mark G H I J K L
From 4-1/2” 5” 5-1/2” 6” 6-1/2” 7”
Up to but
not 5” 5-1/2” 6” 6-1/2” 7” 7-1/2”
including
Mark M N O P Q R S T
From 7-1/2” 8” 8-1/2” 9” 9-1/2” 10” 11” 12”
Up to but
not 8” 8-1/2” 9” 9-1/2” 10” 11” 12” 13”
including
Length identification mark indicates overall length of anchor.
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POW1996_errata_ae_Layout 1 7/17/12 4:18 PM Page 57
PRODUCT INFORMATION Power-Stud+® SD1
STRENGTH DESIGN PERFORMANCE DATA
Factored design strengthØN and ØV
n n
Calculated in accordance with ACI 318 Appendix D
Compliant with the International Building Code
Tension and Shear Design Strengths for Power-Stud+ SD1 in Cracked Concrete1-6
Minimum Concrete Compressive Strength, f'c(psi)
Nominal Nominal
Anchor Embed. 2,500 3,000 4,000 6,000 8,000
Diameter hnom øNn øVn øNn øVn øNn øVn øNn øVn øNn øVn
(in.) (in.) Tension Shear Tension Shear Tension Shear Tension Shear Tension Shear
(lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.)
1/4 1-3/4 - - - - - - - - - -
3/8 2-3/8 1,325 1,380 1,450 1,380 1,675 1,380 2,050 1,380 2,365 1,380
1/2 2-1/4 1,565 1,685 1,710 1,845 1,975 2,130 2,420 2,290 2,795 2,290
1/2 3-3/4 1,630 2,290 1,785 2,290 2,060 2,290 2,520 2,290 2,915 2,290
5/8 3-3/8 2,520 3,185 2,760 3,185 3,185 3,185 3,905 3,185 4,505 3,185
5/8 4-5/8 2,895 3,185 3,170 3,185 3,660 3,185 4,480 3,185 5,175 3,185
3/4 4 4,135 4,460 4530 4,460 5230 4,460 6405 4,460 7395 4,460
7/8 4-1/2 3,620 5,730 3,965 5,730 4,575 5,730 5,605 5,730 6,470 5,730
1 5-1/2 7,140 7,110 7,820 7,110 9,030 7,110 11,060 7,110 12,770 7,110
1 1/4 6-1/2 9,720 11,540 10,650 11,540 12,295 11,540 15,060 11,540 17,390 11,540
Tension and Shear Design Strengths for Power-Stud+ SD1 in Uncracked Concrete1-6
Minimum Concrete Compressive Strength, f'c(psi)
Nominal Nominal
Anchor Embed. 2,500 3,000 4,000 6,000 8,000
Diameter hnom øNn øVn øNn øVn øNn øVn øNn øVn øNn øVn
(in.) (in.) Tension Shear Tension Shear Tension Shear Tension Shear Tension Shear
(lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.)
1/4 1-3/4 1,435 595 1,570 595 1,765 595 1,765 595 1,765 595
3/8 2-3/8 1,860 1,380 2,040 1,380 2,355 1,380 2,885 1,380 3,330 1,380
1/2 2-1/4 2,095 2,290 2,295 2,290 2,645 2,290 3,240 2,290 3,745 2,290
1/2 3-3/4 3,590 2,290 3,935 2,290 4,545 2,290 5,565 2,290 6,425 2,290
5/8 3-3/8 3,555 3,185 3,895 3,185 4,500 3,185 5,510 3,185 6,365 3,185
5/8 4-5/8 6,240 3,185 6,835 3,185 7,895 3,185 9,665 3,185 10,850 3,185
3/4 4 4,310 4,460 4,720 4,460 5,450 4,460 6,675 4,460 7,710 4,460
7/8 4-1/2 5,105 5,730 5,595 5,730 6,460 5,730 7,910 5,730 9,135 5,730
1 5-1/2 7,140 7,110 7,820 7,110 9,030 7,110 11,060 7,110 12,770 7,110
1 1/4 6-1/2 9,720 11,540 10,650 11,540 12,295 11,540 15,060 11,540 17,390 11,540
Legend
Steel Strength Controls Concrete Breakout Strength Controls Anchor Pullout/Pryout Strength Controls
1. Tabular values are provided for illustration and are applicable for single anchors installed in normal-weight-concrete
with minimum slab thickness, h = h ,and with the following conditions:
a min
- ca1is greater than or equal to the critical edge distance, cac(table values based on ca1 = cac).
- ca2is greater than or equal to 1.5 ca1. Ca1
2. Calculations were performed according to ACI 318-05 Appendix D. The load level corresponding to the controlling Ca2 ha
failure mode is listed. (e.g. For tension:steel, concrete breakout and pullout; For shear:steel, concrete breakout and
pryout). Furthermore, the capacities for concrete breakout strength in tension and pryout strength in shear are calculated
using the effective embedment values, h ,for the selected anchors as noted in the design information tables.
ef
Please also reference the installation specifications for more information.
3. Strength reduction factors (Ø) were based on ACI 318 Section 9.2 for load combinations. Condition B is assumed.
4. Tabular values are permitted for static loads only, seismic loading is not considered with these tables.
5. For designs that include combined tension and shear, the interaction of tension and shear loads must be calculated in accordance with ACI 318 Appendix D.
6. Interpolation is not permitted to be used with the tabular values. For intermediate base material compressive strengths please
see ACI 318 Appendix D. For other design conditions including seismic considerations please see ACI 318 Appendix D.
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POW1996_errata_ae_Layout 1 7/17/12 4:18 PM Page 59
PRODUCT INFORMATION Power-Stud+® SD1
ALLOWABLE STRESS DESIGN (ASD) PERFORMANCE DATA
Allowable Load Capacities for Power-Stud+ SD1 in Normal-Weight Concrete1,2
Nominal Minimum Minimum Concrete Compressive Strength - f'c (psi)
Anchor Embedment 2,500 3,000 4,000 6,000 8,000
Diameter
d Depth Tension Shear Tension Shear Tension Shear Tension Shear Tension Shear
(in.) (in.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.)
1/4 1-3/4 895 370 980 370 1,055 370 1,055 370 1,055 370
3/8 2-3/8 1,165 640 1,275 700 1,470 810 1,805 860 2,080 860
1/2 2-1/2 1,310 915 1,435 1,005 1,655 1,160 2,025 1,420 2,340 1,430
1/2 3-3/4 2,245 1,430 2,460 1,430 2,840 1,430 3,480 1,430 4,020 1,430
5/8 3-3/8 2,225 1,990 2,435 1,990 2,810 1,990 3,445 1,990 3,975 1,990
5/8 4 5/8 3,900 1,990 4,270 1,990 4,935 1,990 6,040 1,990 6,780 1,990
3/4 4 2,695 2,210 2,950 2,420 3,405 2,785 4,170 2,785 4,820 2,785
7/8 4-1/2 3,190 3,585 3,495 3,585 4,040 3,585 4,945 3,585 5,710 3,585
1 5-1/2 4,460 4,440 4,885 4,440 5,645 4,440 6,910 4,440 7,980 4,440
1-1/4 6-1/2 6,075 7,210 6,655 7,210 7,685 7,210 9,410 7,210 10,865 7,210
1. Tabulated load values are for anchors installed in concrete. Concrete compresive strength must be at the specified minimum at the time of installation.
2. Allowable load capacities are multiplied by reduction factors when anchor spacing or edge distances are less than critical distances.
ALLOWABLE STRESS DESIGN (ASD) DESIGN CRITERIA
Edge Distance and Spacing Distance Tension (F , F ) Adjustment Factors for Normal-Weight Concrete
NS NC
Dia. (in) 1/4 3/8 1/2 1/2 5/8 5/8 3/4 7/8 1 1-1/4 Dia. (in) 1/4 3/8 1/2 1/2 5/8 5/8 3/4 7/8 1 1-1/4
h (in.) 1-3/42-3/82-1/23-3/43-3/8 4 5/8 4 4-1/25-1/26-1/2 h (in.) 1-3/42-3/82-1/23-3/43-3/84 5/8 4 4-1/25-1/26-1/2
ef nom
s (in.) 2-1/43-3/4 7 1/4 5 11 4-1/4 6 6-1/2 8 8 c (in.) 3-1/26-1/28-1/2 8 6 10 11 12 12 12
min ac
2-1/4 0.75 - - - - - - - - - cmin(in.) 2-3/42-3/45-1/4 4 5-1/24-3/4 5 7 8 8
2-1/2 0.78 - - - - - - - - - 2-3/4 0.79 0.43 - - - - - - - -
3 0.83 - - - - - - - - - 3 0.86 0.46 - - - - - - - -
3-1/2 0.89 - - - - - - - - - 3-1/2 1.00 0.54 - - - - - - - -
4 0.95 0.83 - - - - - - - - 4 - 0.62 - 0.52 - - - - - -
4-1/2 1.00 0.88 - - - 0.69 - - - - 4-1/2 - 0.69 - 0.57 - - - - - -
5 - 0.92 - 0.76 - 0.71 - - - - 4-3/4 - 0.73 - 0.60 - 0.50 - - - -
5-1/2 - 0.96 - 0.78 - 0.73 - - - - 5 - 0.77 - 0.62 - 0.52 0.45 - - -
)
es 6 - 1.00 - 0.81 - 0.75 0.82 - - - 5-1/4 - 0.81 0.62 0.66 - 0.54 0.48 - - -
h )
nc 6-1/2 - - - 0.83 - 0.77 0.85 0.81 - - es 5-1/2 - 0.85 0.65 0.69 0.92 0.56 0.50 - - -
e (i 7 - - - 0.86 - 0.79 0.87 0.83 - - nch 6 - 0.92 0.71 0.75 1.00 0.60 0.55 - - -
tanc 7-1/2 - - - 0.89 - 0.81 0.90 0.86 - - ce (i 6-1/2 - 1.00 0.76 0.81 - 0.65 0.59 - - -
s n
cing Di 8-81/2 -- -- -- 00..9914 -- 00..8835 00..9935 00..8981 00..8812 00..7756 e Dista 7-71/2 -- -- 00..8828 00..8984 -- 00..7705 00..6648 00..5682 -- --
a g
p 9 - - - 0.96 - 0.88 0.98 0.93 0.84 0.78 d 8 - - 0.94 1.00 - 0.80 0.73 0.67 0.67 0.67
S E
9-1/2 - - - 0.99 - 0.90 - 0.95 0.86 0.80 8-1/2 - - 1.00 - - 0.85 0.77 0.71 0.71 0.71
10 - - - - - 0.92 - 0.98 0.88 0.81 9 - - - - - 0.90 0.82 0.75 0.75 0.75
10-1/2 - - - - - 0.94 - 1.00 0.90 0.83 9-1/2 - - - - - 0.95 0.86 0.79 0.79 0.79
11 - - - - - 0.96 - - 0.92 0.84 10 - - - - - 1.00 0.91 0.83 0.83 0.83
11-1/2 - - - - - 0.98 - - 0.94 0.86 10-1/2 - - - - - - 0.95 0.88 0.88 0.88
12 - - - - - 1.00 - - 0.96 0.87 11 - - - - - - 1.00 0.92 0.92 0.92
12-1/2 - - - - - - - - 0.98 0.89 11-1/2 - - - - - - - 0.96 0.96 0.96
13 - - - - - - - - 1.00 0.90 12 - - - - - - - 1.00 1.00 1.00
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POW1996_errata_ae_Layout 1 7/17/12 4:18 PM Page 60
Power-Stud+® SD1 PRODUCT INFORMATION
ALLOWABLE STRESS DESIGN (ASD) DESIGN CRITERIA
Spacing Distance Shear (F ) Adjustment Factors for Normal-Weight Concrete
VS
Dia. (in) 1/4 3/8 1/2 1/2 5/8 5/8 3/4 7/8 1 1-1/4
h (in.) 1-3/4 2-3/8 2-1/2 3-3/4 3-3/8 4 5/8 4 4-1/2 5-1/2 6-1/2
nom
smin(in.) 2-1/4 3-3/4 7 1/4 5 11 4-1/4 6 6-1/2 8 8
2-1/4 0.64 - - - - - - - - -
2-1/2 0.65 - - - - - - - - -
3 0.68 - - - - - - - - -
3-1/2 0.71 - - - - - - - - -
4 0.74 0.74 - - - - - - - -
4-1/2 0.77 0.77 - - - 0.66 - - - -
5 0.80 0.80 - 0.71 - 0.68 - - - -
5-1/2 0.83 0.83 - 0.73 - 0.69 - - - -
6 0.86 0.86 - 0.75 - 0.71 0.70 - - -
6-1/2 0.89 0.89 - 0.77 - 0.73 0.72 0.65 - -
7 0.92 0.92 - 0.79 - 0.75 0.73 0.67 - -
7 1/4 0.94 0.94 0.73 0.80 - 0.75 0.74 0.67 - -
7-1/2 0.95 0.95 0.74 0.81 - 0.76 0.75 0.68 - -
8 0.98 0.98 0.75 0.83 - 0.78 0.77 0.69 0.67 0.67
8-1/2 - - 0.77 0.85 - 0.80 0.78 0.70 0.68 0.68
s) 9 - - 0.79 0.88 - 0.82 0.80 0.71 0.69 0.69
e
h 9-1/2 - - 0.80 0.90 - 0.83 0.82 0.73 0.70 0.70
c
n
(i 10 - - 0.82 0.92 - 0.85 0.83 0.74 0.71 0.71
ce 10-1/2 - - 0.83 0.94 - 0.87 0.85 0.75 0.72 0.72
n
a 11 - - 0.85 0.96 0.83 0.89 0.87 0.76 0.73 0.73
t
s
Di 11-1/2 - - 0.87 0.98 0.85 0.90 0.88 0.77 0.74 0.74
g 12 - - 0.88 1.00 0.86 0.92 0.90 0.79 0.75 0.75
n
ci 12-1/2 - - 0.90 - 0.88 0.94 0.92 0.80 0.76 0.76
a
p
S 13 - - 0.91 - 0.89 0.96 0.93 0.81 0.77 0.77
13-1/2 - - 0.93 - 0.91 0.97 0.95 0.82 0.78 0.78
14 - - 0.94 - 0.92 0.99 0.97 0.83 0.79 0.79
14-1/2 - - 0.96 - 0.94 - 0.98 0.85 0.80 0.80
15 - - 0.98 - 0.95 - 1.00 0.86 0.81 0.81
15-1/2 - - 0.99 - 0.97 - - 0.87 0.82 0.82
16 - - - - 0.98 - - 0.88 0.83 0.83
16-1/2 - - - - 1.00 - - 0.89 0.84 0.84
17 - - - - - - - 0.90 0.85 0.85
18 - - - - - - - 0.93 0.88 0.88
19 - - - - - - - 0.95 0.90 0.90
20 - - - - - - - 0.98 0.92 0.92
21 - - - - - - - 1.00 0.94 0.94
22 - - - - - - - - 0.96 0.96
23 - - - - - - - - 0.98 0.98
24 - - - - - - - - 1.00 1.00
NOTE: See installation table for Power-Stud+SD1 for minimum edge distances, Cmin.
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