þÿPowersFasteners®Bang-It(tm)and Wood-Knocker(tm)-

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Product Submittal/Substitution Request
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P R O D U C T S U B M I T TA L / S U B S T I T U T I O N R E Q U E S T E D :
Powers Fasteners® Bang-It(tm) and
Wood-Knocker(tm) -
The attached submittal package includes the product description, specifications, drawings, and performance data for use in the evaluation of the request.
S U B M I T T E D B Y:
Name:
Signature:
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Address:
Date:
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FOR USE BY THE ARCHITECT AND/OR ENGINEER
■ Approved
■ Approved as Noted
■ Not Approved
(If not approved, please briefly explain why the product was not accepted.)
By:
Date:
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Questions or inquiries? Contact us at [email protected], or call 1.800.524.3244
1
©2015 Powers Fasteners
Table of Contents
Powers Fasteners® Bang-It(tm) and Wood-Knocker(tm) Submittal Section:
Product Pages:
- General Information
- Installation Instructions
- Design Tables
- Ordering Information
Code Reports & Agency Listings:
- ICC-ES Approval: ESR-3657 (For Cracked And Uncracked Concrete)
Offline version available for download at www.powersdesignassist.com.
Powers Fasteners developed the Powers Design Assist (PDA) anchor software to enable users
to input technical data into a dynamic model environment-to visualize, consider, and specify
anchors in today's changing engineering climate.
For a demonstration of the latest version of PDA, contact us at www.powers.com or call (800)
524-3244.
2
General Information
Mechanical Anchors
Section contents
General Information
Bang-It /Wood-Knocker
™
™
Concrete Inserts
Product Description
Bang-It and Wood-Knocker concrete inserts are specifically designed to provide hangar
attachments for mechanical, electrical, plumbing (MEP) and fire protection.
Bang-It concrete inserts are designed for installation in and through composite steel deck
(i.e. “pan-deck”) used to support newly poured concrete floors or roof slabs.
General Information.......................1
Anchor Materials............................1
Material Specifications..................2
Installation Instructions.................2
Installation Specifications.............3
Reference Data (ASD).....................4
Strength Design (SD)......................6
Ordering Information...................11
After installation, the protective sleeve of the insert protrudes below the surface of the deck.
The sleeves are color coded by size and allow overhead attachment of steel threaded rod in sizes
ranging from 1/4" to 3/4" in diameter. The sleeve prevents sprayed fireproofing material and
acoustical dampening products from clogging the internal threads of the insert. It also prevents
burying, masking or losing the insert location. A hex impact plate offers resistance to rotation
within the concrete as a steel threaded rod is being installed.
Wood-Knocker concrete inserts are installed onto wooden forms used to support newly
poured concrete floor slabs, roof slabs or walls.
Bang-It
Steel Deck Insert
When the forms are stripped, the color-coded flange is visibly embedded in the concrete surface.
The inserts allow the attachment of steel threaded rod or threaded bolts in sizes ranging from 1/4"
to 3/4" in diameter. The hex impact plate offers resistance to rotation within the concrete
as a steel threaded rod or threaded bolt is being installed.
General Applications And Uses
• Normal-Weight Concrete
• Lightweight Concrete
ION ZO
IC REG
N
CON
C
N
A
LIF
I
O
ED
QU
K
SM
IO
NS
NE
CSI Divisions: 03 15 19 - Cast-In Concrete Anchors and 03 16 00 - Concrete Anchors. Concrete
inserts shall be Bang-It and/or Wood-Knocker as supplied by Powers Fasteners, Inc., Brewster, NY.
Suitable Base Materials
C
Guide Specifications
• 1/4" to 3/4" threaded rod for Bang-It Concrete Inserts
• 1/4" to 3/4" threaded rod for
Wood-Knocker Concrete Inserts
CRA
TECH MANUAL – Mechanical Anchors ©2015 POWERS Volume 1 – rev. e
1
• International Code Council, Evaluation Service (ICC-ES), ESR-3657 for concrete. Approved for
seismic and wind loading (all diameters)
• Code compliant with the 2012 IBC, 2012 IRC, 2009 IBC, 2009 IRC, 2006 IBC and 2006 IRC
• Tested in accordance with ASTM E 488 and ICC-ES AC446 for use in concrete
under the design provisions of ACI 318 (Strength Design method)
• Evaluated and qualified by an accredited independent testing laboratory
for recognition in cracked and uncracked concrete
• Underwriters Laboratories (UL Listed) - File No. EX1289, see listing for sizes. Also UL listed and recognized for use in air handling spaces.
• FM Approvals (Factory Mutual) – File No. J.I. 3015153
Rod/Anchor Size Range (TYP.)
I
Approvals And Listings
• Carbon Steel and Engineered Plastic
SE
++ Fast and simple to install, low installed cost
++ Color coded by size for simple identification
++ Bang-It can be installed in lower flute of steel deck as little as 1.5" topping thickness (see details)
++ Wood-Knocker can be installed in wood form pours only 3.5" thick
++ Hex head does not rotate when set
++ Insert design allows for full thread engagement
++ All sizes suitable for tension and shear loading
Anchor Materials
TE
Features And Benefits
Wood-Knocker
Wood Form Insert
RE
• Mechanical Unit Overhead Utilities
• Conduit and Lighting System
• Seismic Loading and Cracked Concrete
TE
• Hanging Pipe and Sprinkler Systems
• HVAC Ductwork and Strut Channels
• Suspending Trapeze and Cable Trays
ICAT
Code listed
ICC-ES ESR-3657
Concrete
This Product Available In
®
Powers Design Assist
Real-Time Anchor Design Software
www.powersdesignassist.com
www.powers.com
3
Material Specifications
Bang-It
Wood-Knocker
Anchor Component
Component Material
Anchor Component
Component Material
Insert Body
Flange
Spring
Protective Sleeve
AISI 1008 Carbon Steel or equivalent
Steel Music Wire
Engineered Plastic
ASTM B 633 (Fe/Zn5)
Min. Plating requirements for Mild Service Condition
Insert Body
Flange
Engineered Plastic
ASTM B 633 (Fe/Zn5)
Min. plating requirements for mild service condition
Zinc Plating
Zinc Plating
Material Properties for Threaded Rod
Steel Description
Steel Specification
(ASTM)
Rod Diameter
(inch)
Minimum Yield Strength,
fy (ksi)
Minimum Ultimate Strength,
fu (ksi)
Standard carbon rod
High strength carbon rod
A 36 or A 307, Grade C
A 193, Grade B7
1/4 to 3/4
1/4 to 3/4
36.0
105.0
58.0
125.0
Mechanical Anchors
Allowable Steel Strength for Threaded Rod
Allowable Tension
Allowable Shear
Anchor
Diameter
d
in.
(mm)
Nominal
Area of
Rod
in.2
(mm2)
ASTM
A36
lbs.
(kN)
ASTM
A307 Grade C
lbs.
(kN)
ASTM
A193 Grade B7
lbs.
(kN)
ASTM
A36
lbs.
(kN)
ASTM
A307 Grade C
lbs.
(kN)
ASTM
A193 Grade B7
lbs.
(kN)
1/4
(6.4)
3/8
(9.5)
1/2
(12.7)
5/8
(15.9)
3/4
(19.1)
0.0491
(1.2)
0.1104
(2.8)
0.1963
(5.0)
0.3068
(7.8)
0.4418
(11.2)
940
(4.2)
2,115
(9.5)
3,755
(16.9)
5,870
(26.4)
8,455
(38.0)
940
(4.2)
2,115
(9.5)
3,755
(16.9)
5,870
(26.4)
8,455
(38.0)
2,160
(9.7)
4,375
(19.7)
7,775
(35.0)
12,150
(54.7)
17,495
(78.7)
485
(2.2)
1,090
(4.9)
1,940
(8.7)
3,025
(13.6)
4,355
(19.6)
485
(2.2)
1,090
(4.9)
1,940
(8.7)
3,025
(13.6)
4,355
(19.6)
1,030
(4.6)
2,255
(10.1)
4,055
(18.2)
6,260
(28.2)
9,010
(40.5)
1. Allowable tension = fu (Anom) (0.33); Allowable shear = fu (Anom) (0.17)
Installation Instructions
Create Hole
Position
Prepare
Attach
Step 1
Step 2
Step 3
Step 4
Cut (e.g. drill/punch) a hole
in the steel deck to the hole
size required by the insert.
Place the plastic sleeve
of the insert through
hole in steel deck.
Step on or impact the insert
head to engage. Optionally,
base plate of insert can also
be screwed to steel deck.
After concrete has reached design strength,
install threaded steel element (rod/bolt) into the
insert. Trim away for shear load application and
attach fixture as applicable (e.g. seismic brace).
Installation Instructions for Wood-Knocker
Position
Drive
Prepare
Attach
Step 1
Step 2
Step 3
Step 4
Position insert on
formwork nails down.
Drive insert down until
flush with the form.
After formwork removal,
remove nails as necessary
(e.g. flush mounted fixtures).
After concrete has reached design strength, install
threaded steel element (rod/bolt) into the insert or
4
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Installation Instructions for Bang-It
2
Bang-It
Wood-Knocker
Anchor Component
Component Material
Anchor Component
Component Material
Insert Body
Flange
Spring
Protective Sleeve
Steel Music Wire
Engineered Plastic
ASTM B 633 (Fe/Zn5)
Min. Plating requirements for Mild Service Condition
Insert Body
Flange
Engineered Plastic
ASTM B 633 (Fe/Zn5)
Min. plating requirements for mild service condition
Zinc Plating
Zinc Plating
Material Properties for Threaded Rod
Steel Description
Steel Specification
(ASTM)
Rod Diameter
(inch)
Minimum Yield Strength,
fy (ksi)
Minimum Ultimate Strength,
fu (ksi)
Standard carbon rod
High strength carbon rod
A 36 or A 307, Grade C
A 193, Grade B7
1/4 to 3/4
1/4 to 3/4
36.0
105.0
58.0
125.0
Mechanical Anchors
Allowable Steel Strength for Threaded Rod
Allowable Tension
Allowable Shear
Anchor
Diameter
d
in.
(mm)
Nominal
Area of
Rod
in.2
(mm2)
ASTM
A36
lbs.
(kN)
ASTM
A307 Grade C
lbs.
(kN)
ASTM
A193 Grade B7
lbs.
(kN)
ASTM
A36
lbs.
(kN)
ASTM
A307 Grade C
lbs.
(kN)
ASTM
A193 Grade B7
lbs.
(kN)
1/4
(6.4)
3/8
(9.5)
1/2
(12.7)
5/8
(15.9)
3/4
(19.1)
0.0491
(1.2)
0.1104
(2.8)
0.1963
(5.0)
0.3068
(7.8)
0.4418
(11.2)
940
(4.2)
2,115
(9.5)
3,755
(16.9)
5,870
(26.4)
8,455
(38.0)
940
(4.2)
2,115
(9.5)
3,755
(16.9)
5,870
(26.4)
8,455
(38.0)
2,160
(9.7)
4,375
(19.7)
7,775
(35.0)
12,150
(54.7)
17,495
(78.7)
485
(2.2)
1,090
(4.9)
1,940
(8.7)
3,025
(13.6)
4,355
(19.6)
485
(2.2)
1,090
(4.9)
1,940
(8.7)
3,025
(13.6)
4,355
(19.6)
1,030
(4.6)
2,255
(10.1)
4,055
(18.2)
6,260
(28.2)
9,010
(40.5)
1. Allowable tension = fu (Anom) (0.33); Allowable shear = fu (Anom) (0.17)
Installation Instructions
Create Hole
Position
Prepare
Attach
Step 1
Step 2
Step 3
Step 4
Cut (e.g. drill/punch) a hole
in the steel deck to the hole
size required by the insert.
Place the plastic sleeve
of the insert through
hole in steel deck.
Step on or impact the insert
head to engage. Optionally,
base plate of insert can also
be screwed to steel deck.
After concrete has reached design strength,
install threaded steel element (rod/bolt) into the
insert. Trim away for shear load application and
Installation Instructions for Wood-Knocker
Position
Drive
Prepare
Attach
Step 1
Step 2
Step 3
Step 4
Position insert on
formwork nails down.
Drive insert down until
flush with the form.
After formwork removal,
remove nails as necessary
(e.g. flush mounted fixtures).
After concrete has reached design strength, install
threaded steel element (rod/bolt) into the insert or
5
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Installation Instructions for Bang-It
2
Installation Specifications
Mechanical Anchors
Installation Specifications
Wood-Knocker Cast-In-Place Inserts
for Form Pour Concrete
Bang-It Cast-In-Place Inserts for Concrete
Filled Steel Deck Floor and Roof Assemblies
1.50"
1.50"
WOOD
KNOCKER
Head
Plate
φ1.50"
A
WOOD
KNOCKER
Thread Size
Marking
Internal
Thread
1/4", 3/8",
or 1/2"
2.0
φ1.75"
BANG-IT
Head
Plate
φ1.50"
A
Thread Size
Marking
Internal
Thread
1/4", 3/8",
or 1/2"
2.0
Internal
Thread
5/8" or 3/4"
Thread Size
Marking
BANG-IT
φ1.75"
Thread Size
Marking
Internal
Thread
5/8" or 3/4"
Base
Plate
Plastic
Sleeve
A
Nail
A
SECTION A-A
SECTION A-A
SECTION A-A
SECTION A-A
Plastic
Sleeve
tsh
Bang-It
Dimension
Notation
Metal Hole Saw Diameter (in.)
Metal Hole Saw Drilling Speed (rpm)
Height of Spring (in.)
Insert Thread Length (in.)
Length of Sleeve (in.)
Thread Size, UNC
Overall Length (in.)
Steel Flange Thickness (in.)
dbit
hs
ℓsl
ℓ
tsh
Nominal Rod/Anchor Size
1/4"
3/8"
700-900
1-7/8
3/8
3-3/8
1/4-20
5-7/16
1/8
13/16 or 7/8
700-900
1-7/8
5/8
3-3/8
3-3/8
5-7/16
1/8
1/2"
700-900
1-7/8
11/16
3-3/8
1/2-13
5-7/16
1/8
5/8"
3/4"
hs
1-3/16 or 1-1/4
500-700
500-700
1-7/8
1-7/8
15/16
1-1/8
3-3/8
3-3/8
5/8-11
3/4-10
5-7/16
5-7/16
1/8
1/8
ℓ
ℓsl
tsh
Wood-Knocker
Dimension
Insert Thread Length (in.)
Plastic Flange Dia. (in.)
Plastic Flange Thickness (in.)
Thread Size, UNC
Overall Length (in.)
Break-Off Nail Length (in.)
Steel Flange Thickness (in.)
Notation
dpf
ℓ
ℓn
tsh
Nominal Rod/Anchor Size
1/4"
3/8"
1/2"
5/8"
3/4"
3/8
1-3/8
7/64
1/4-20
2
3/4
1/8
5/8
1-3/8
7/64
3/8-16
2
3/4
1/8
11/16
1-3/8
7/64
1/2-13
2
3/4
1/8
15/16
1-5/8
7/64
5/8-11
2
3/4
1/8
1-1/8
1-5/8
7/64
3/4-10
2
3/4
1/8
dpf
3
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6
Reference Data (ASD)
Ultimate and Allowable Load Capacities for Bang-It Inserts Installed in
Sand-Lightweight Concrete or Nominal Weight over Steel Deck1,2,3
Rod/Insert
Diameter
d
in.
(mm)
Nominal
Embedment
Depth
hv
in.
(mm)
1/4
(6.4)
2
(50.8)
3/8
(9.5)
2
(50.8)
1/2
(12.7)
2
(50.8)
5/8
(15.9)
2
(50.8)
3/4
(19.1)
2
(50.8)
fć ≥ 3,000 psi (20.7 MPa)
Flute
Location
in
Deck
Upper
Lower
Upper
Lower
Upper
Lower
Upper
Lower
Upper
Lower
Insert
Spacing
in.
(mm)
End
Distance
in.
(mm)
6
(152)
6
(152)
6
(152)
6
(152)
6
(152)
6
(152)
6
(152)
6
(152)
6
(152)
6
(152)
Ultimate Load
6
(152)
6
(152)
Allowable Load
Tension
lbs.
(kN)
Shear
lbs.
(kN)
Tension
lbs.
(kN)
Shear
lbs.
(kN)
4,450
(20.0)
3,320
(14.9)
5,750
(25.9)
3,320
(14.9)
7,110
(32.0)
3,320
(14.9)
8,810
(39.6)
3,960
(17.8)
8,810
(39.6)
3,960
(17.8)
2,500
(11.3)
2,500
(11.3)
3,350
(15.1)
3,350
(15.1)
3,350
(15.1)
3,350
(15.1)
3,350
(15.1)
3,350
(15.1)
3,350
(15.1)
3,350
(15.1)
1,115
(5.0)
830
(3.7)
1,915
(8.6)
830
(3.7)
2,370
(10.7)
830
(3.7)
2,935
(13.2)
990
(4.5)
2,935
(13.2)
990
(4.5)
835
(3.8)
625
(2.8)
1,115
(5.0)
840
(3.8)
1,115
(5.0)
840
(3.8)
1,115
(5.0)
840
(3.8)
1,115
(5.0)
840
(3.8)
Mechanical Anchors
1. Allowable load capacities listed are calculated using an applied safety factor of 3.0 for installations in the upper flute and 4.0 for installations in the lower flute.
2. The allowable working load must be the lesser of the insert capacity or the steel strength of the threaded rod.
3. For 1/4", 3/8" and 1/2" Bang-It Inserts:
The allowable tension load for a single insert installed in the upper flute must be adjusted as follows for spacing less than 6 inches.
When the insert are spaced 2" center-to-center across the flute the insert tension capacity must be reduced by 40 percent.
When the insert are spaced 2" center-to-center along the flute the insert tension capacity must be reduced by 50 percent.
The allowable tension load for a single insert installed into the lower flute must be adjusted as follows for spacing less than 6 inches.
When the insert are spaced 2" center-to-center across the flute the insert tension capacity must be reduced by 30 percent.
When the insert are spaced 2" center-to-center along the flute the insert tension capacity must be reduced by 35 percent.
SAND-LIGHTWEIGHT CONCRETE OR NORMAL WEIGHT CONCRETE
OVER STEEL DECK (MINIMUM 3,000 PSI)
Upper Flute (Valley)
2" Clearance
Min.
3" Steel
Protective Sleeve
Lower Flute
(Ridge)
Deck
No. 20 Gage
Min.
Min.
3"
Bang-It Insert (Typ)
Threaded Rod (Typ)
Min. 1"
Min. 1"
7
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4
Mechanical Anchors
Ultimate and Allowable Load Capacities for Wood-Knocker Inserts Installed
in Normal-Weight Concrete1,2,3
Minimum Concrete Compressive Strength (fć)
Rod/Insert
Diameter
d
in.
(mm)
Nominal
Embedment
Depth
hv
in.
(mm)
Insert
Spacing
in.
(mm)
End
Distance
in.
(mm)
1/4
(6.4)
3/8
(9.5)
1/2
(12.7)
5/8
(15.9)
3/4
(19.1)
2
(50.8)
2
(50.8)
2
(50.8)
2
(50.8)
2
(50.8)
6
(152)
6
(152)
6
(152)
6
(152)
6
(152)
6
(152)
6
(152)
6
(152)
6
(152)
6
(152)
3,000 psi (20.7 MPa)
Ultimate Load
4,500 psi (31.1 MPa)
Allowable Load
Ultimate Load
Allowable Load
Tension
lbs.
(kN)
Shear
lbs.
(kN)
Tension
lbs.
(kN)
Shear
lbs.
(kN)
Tension
lbs.
(kN)
Shear
lbs.
(kN)
Tension
lbs.
(kN)
Shear
lbs.
(kN)
3,720
(16.7)
4,820
(21.7)
4,820
(21.7)
4,650
(20.9)
4,650
(20.9)
1,490
(6.9)
5,330
(24.0)
7,400
(33.3)
11,360
(51.1)
11,360
(51.1)
1,240
(5.6)
1,605
(7.2)
1,605
(7.2)
1,550
(7.0)
1,550
(7.0)
495
(2.2)
1,775
(8.0)
2,465
(11.1)
3,785
(17.0)
3,785
(17.0)
4,250
(19.1)
7,190
(32.4)
7,190
(32.4)
8,440
(38.0)
7,350
(33.1)
1,610
(7.2)
5,620
(25.3)
8,590
(38.7)
13,010
(58.3)
14,590
(65.9)
1,415
(6.4)
2,395
(10.8)
2,395
(10.8)
2,815
(12.7)
2,450
(11.0)
535
(2.4)
1,875
(8.4)
2,865
(12.9)
4,335
(19.5)
4,865
(21.9)
1. Allowable load capacities listed are calculated using an applied safety factor of 3.0.
3. Linear interpolation may be used to determine ultimate loads for intermediate compressive strengths.
Ultimate and Allowable Load Capacities for Wood-Knocker Inserts Installed
in Sand-Lightweight Concrete or Normal-Weight Concrete1,2
fć ≥ 3,000 psi (20.7 MPa)
Rod/Insert
Diameter
d
in.
(mm)
Nominal
Embedment
Depth
hv
in.
(mm)
Insert
Spacing
in.
(mm)
End
Distance
in.
(mm)
1/4
(6.4)
3/8
(9.5)
1/2
(12.7)
5/8
(15.9)
3/4
(19.1)
2
(50.8)
2
(50.8)
2
(50.8)
2
(50.8)
2
(50.8)
6
(152)
6
(152)
6
(152)
6
(152)
6
(152)
6
(152)
6
(152)
6
(152)
6
(152)
6
(152)
Ultimate Load
Allowable Load
Tension
lbs.
(kN)
Shear
lbs.
(kN)
Tension
lbs.
(kN)
Shear
lbs.
(kN)
3,570
(15.9)
4,270
(19.2)
4,270
(19.2)
4,600
(20.7)
4,600
(20.7)
1,380
(6.1)
5,280
(23.8)
7,180
(32.3)
7,590
(34.2)
7,590
(34.2)
1,190
(5.3)
1,425
(6.4)
1,425
(6.4)
1,535
(6.9)
1,535
(6.9)
460
(2.0)
1,760
(7.9)
2,395
(10.8)
2,530
(11.4)
2,530
(11.4)
1. Allowable load capacities listed are calculated using an applied safety factor of 3.0.
6"
6"
2"
Min.
3-1/4"
5
Wood-Knocker
Insert (Typ)
Threaded Rod (Typ)
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8
Strength Design (SD)
Wood-Knocker Insert Design Information1,2,3,4,5,6,7
Design Information
Symbol
Insert O.D.
da (do)
Insert head net bearing area
Abrg
Effective embedment depth
hef
Minimum member thickness
hmin
Effectiveness factor for cracked concrete
kc
Modification factor for tension strength in uncracked concrete
Nominal tension strength of single insert in tension as governed by
steel strength
Nominal seismic tension strength of single insert in tension as
governed by steel strength
Nominal steel shear strength of single insert
ΨC,N
Nsa,insert
Nsa,insert,eq
Vsa,insert
Nominal steel shear strength of single insert for seismic loading
Vsa,insert,eq
Units
1/4-inch
3/8-inch
1/2-inch
5/8-inch
3/4-inch
in.
(mm)
in2
(mm2)
in.
(mm)
0.7
(18)
1.20
(762)
1.75
(45)
3.5
(89)
24
(10)
1.25
10,270
(45.7)
10,270
(45.7)
10,550
(47.0)
10,550
(47.0)
0.7
(18)
1.20
(762)
1.75
(45)
3.5
(89)
24
(10)
1.25
10,270
(45.7)
10,270
(45.7)
10,550
(47.0)
10,550
(47.0)
0.7
(18)
1.20
(762)
1.75
(45)
3.5
(89)
24
(10)
1.25
9,005
(40.1)
9,005
(40.1)
10,550
(47.0)
10,550
(47.0)
1.0
(25)
1.30
(839)
1.75
(45)
3.5
(89)
24
(10)
1.25
12,685
(56.4)
12,685
(56.4)
9,075
(40.4)
9,075
(40.4)
1.0
(25)
1.30
(839)
1.75
(45)
3.5
(89)
24
(10)
1.25
13,370
(59.5)
13,370
(59.5)
9,075
(40.4)
9,075
(40.4)
(SI)
lb
(kN)
lb
(kN)
lb
(kN)
lb
(kN)
Mechanical Anchors
For SI: 1 inch = 25.4 mm, 1 inch = 635 mm , 1 pound = 0.00445 kN, 1 psi = 0.006895 MPa. For pound-inch unit: 1 mm = 0.03937 inches.
1. Concrete must have a compressive strength f'c of 2,500 psi minimum.
2. Design of headed cast-in specialty inserts shall be in accordance with the provisions of ACI 318 Appendix D for cast-in headed anchors.
3. Strength reduction factors for the inserts shall be taken from ACI 318-11 D.4.3 for cast-in headed anchors. Strength reduction factors for load combinations in accordance with ACI 318
Section 9.2 governed by steel strength of the insert shall be taken as 0.65 for tension and 0.60 for shear; values correspond to brittle steel elements. The value of φ applies when the load
combinations of Section 1605.2 of the IBC or ACI 318 Section 9.2 are used in accordance with ACI 318 D.4.3. If the load combinations of ACI 318 Appendix C are used, the appropriate
value of φ must be determined in accordance with ACI 318 D.4.4.
4. The concrete tension strength of headed cast-in specialty inserts shall be calculated in accordance with ACI 318 Appendix D.
5. Insert O.D. is the outside diameter of the headed insert body.
6. Minimum spacing distance between anchors and minimum edge distance for cast-in Wood-Knocker anchors shall be in accordance with ACI 318 D.8.
7. The strengths shown in the table are for inserts only. Design professional is responsible for checking threaded rod or bolt strength in tension, shear, and combined tension and shear, as
applicable. See Steel Design Information table for common threaded rod elements.
2
2
Bang-It Insert Design Information1,2,3,4,5,6,7,8
Symbol
da (do)
Abrg
hef
Minimum spacing and
edge distances
Upper flute
Lower flute
hmin
smin, cmin
smin, cmin
kc
Nominal tension strength of single insert in tension as governed by
steel strength (4-1/2" W-Deck, B-Deck, 3-7/8" W-Deck)
governed by steel strength (4-1/2" W-Deck, B-Deck, 3-7/8" W-Deck)
Nominal steel shear strength of single insert in the soffit of concrete
on steel deck, (4-1/2" W-Deck)
on steel deck, for seismic loading, (4-1/2" W-Deck)
on steel deck, (B-Deck, 3-7/8" W-Deck)
on steel deck, for seismic loading, (B-Deck, 3-7/8" W-Deck)
ΨC,N
Nsa,insert
Nsa,insert,eq
Vsa,insert,deck
Vsa,insert,deck,eq
Vsa,insert,deck
Vsa,insert,deck,eq
Units
1/4-inch
in.
(mm)
in2
(mm2)
in.
(mm)
(SI)
lb
(kN)
lb
(kN)
lb
(kN)
lb
(kN)
lb
(kN)
lb
(kN)
0.7
(18)
1.20
(762)
1.75
(45)
24
(10)
1.25
10,440
(46.4)
10,440
(46.4)
2,280
(10.2)
2,280
(10.2)
2,080
(10.2)
2,080
(10.2)
3/8-inch
1/2-inch
5/8-inch
0.7
0.7
1.0
(18)
(18)
(25)
1.20
1.20
1.30
(762)
(762)
(839)
1.75
1.75
1.75
(45)
(45)
(45)
See Deck Figures as applicable
See ACI 318 Section D.8.1 and D.8.2
See Deck Figures as applicable
24
24
24
(10)
(10)
(10)
1.25
1.25
1.25
10,440
8,240
13,415
(46.4)
(36.7)
(59.7)
10,440
8,240
13,415
(46.4)
(36.7)
(59.7)
2,280
2,280
3,075
(10.2)
(10.2)
(13.7)
2,280
2,280
2,695
(10.2)
(10.2)
(12.0)
2,080
2,080
2,975
(10.2)
(10.2)
(13.2)
2,080
2,080
2,695
(10.2)
(10.2)
(12.0)
3/4-inch
1.0
(25)
1.30
(839)
1.75
(45)
24
(10)
1.25
11,985
(53.3)
11,985
(53.3)
3,075
(13.7)
2,695
(12.0)
2,975
(13.2)
2,695
(12.0)
For SI: 1 inch = 25.4 mm, 1 inch = 635 mm , 1 pound = 4.45 N, 1 psi = 0.006895 MPa. For pound-inch unit: 1 mm = 0.03937 inches.
1. Concrete must have a compressive strength f'c of 2,500 psi minimum.
2. Design of headed cast-in specialty inserts shall be in accordance with the provisions of ACI 318 Appendix D for cast-in headed anchors.
3. Strength reduction factors for the inserts shall be taken from ACI 318-11 D.4.3 for cast-in headed anchors. Strength reduction factors for load combinations in accordance with ACI 318
Section 9.2 governed by steel strength of the insert shall be taken as 0.65 for tension and 0.60 for shear; values correspond to brittle steel elements. The value of φ applies when the load
4. The concrete tension strength of headed cast-in specialty inserts in concrete filled steel deck assemblies shall be calculated in accordance with ACI 318 Appendix D and Deck Figures.
5. Insert O.D. is the outside diameter of the headed insert body.
6. Minimum spacing distance between anchors and minimum edge distances for cast-in Bang-It anchors shall be in accordance with Deck Figures, as applicable, and noted provisions.
7. The strengths shown in the table are for inserts only. Design professional is responsible for checking threaded rod strength in tension, shear, and combined tension and shear, as
applicable. See Steel Design Information table for common threaded rod elements.
8. The tabulated insert strength values are applicable to installations in the lower flute or upper flute of the steel deck profiles; see Deck Figures.
2
2
9
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Design Information
Insert O.D.
6
Mechanical Anchors
Wood-Knocker Insert Installed in Soffit of Form Pour Concrete Floor and Roof Assemblies
Normal Weight Concrete
Or Lightweight Concrete
(Minimum 2,500 PSI)
Min.
Thick
hef
Wood-Knocker
Insert (Typ)
Bang-It Inserts Installed in Soffit of Concrete Filled Steel Deck Floor and Roof Assemblies, 4-1/2 -inch W-Deck1,2,3,4
Sand-lightweight Concrete Or
Normal Weight Concrete Over Steel Deck
(Minimum 3,000 PSI)
Min. Thick.
Min. 12"(Typ)
hef
Min.
4-1/2"
(Typ)
Max.
3"
Bang-It
Insert
(Typ)
Min.
4-1/2"
(Typ)
Lower Flute (Ridge)
Upper Flute
(Valley)
No. 22 Gauge
Steel Deck Min.
Min.
1-1/8"
Flute Edge
Bang-It Inserts Installed in Soffit of Concrete Filled Steel Deck Floor and Roof Assemblies, B-Deck1,2,3,4,5,6,7
(Minimum 3,000 PSI)
6" C.C.
(Typ)
Max. 3-1/2"
(Typ)
Min. 2-1/2"
(Typ)
Min.
Thick
hef
1-1/2"
Bang-It Insert
(Typ)
Min.
1-3/4"
(Typ)
Upper Flute (Valley)
Lower Flute (Ridge)
Min.
3/4"
No. 22 Gauge Steel Deck Min.
Flute Edge
Bang-It Inserts Installed in Soffit of Concrete Filled Steel Deck Floor and Roof Assemblies, 3-7/8 -inch W-Deck1,2,3,8
(Minimum 3,000 PSI)
Min. Thick.
Min. 12"(Typ)
hef
3"
7
Min. 3-7/8"
(Typ)
Upper
Flute
(Valley)
Bang-It
Insert
(Typ)
Min. 3/4"
Min.
3-7/8"
(Typ)
Lower Flute (Ridge)
No. 22 Gauge
Steel Deck Min.
Flute Edge
1. Inserts may be placed in the upper flute or lower flute of the steel deck assembly. Inserts in the lower flute require a minimum 1.5” of concrete topping thickness (min. thick) from the top of
the deck at the location of the installation. Upper flute installations require a minimum 3" topping thickness concrete (min. thick) from the top of the deck at the location of the installation.
2. Axial spacing for Bang-It inserts along the flute length shall be minimum 3hef.
3. Upper flute Bang-It inserts are not subject to steel deck dimension limitations, or the minimum steel deck gauge limitations.
4. Inserts in the lower flute of 4-1/2-inch W-Deck may be installed with a maximum 1-1/8 -inch offset in either direction from the center of the flute. The offset distance may be increased for flute
widths greater than those shown provided the minimum lower flute edge distance of 1-1/8 -inch is also satisfied.
5. Inserts in the lower flute of B-Deck may be installed with a maximum 1/8 -inch offset in either direction from the center of the flute. The offset distance may be increased for flute widths
greater than those shown provided the minimum lower flute edge distance of 3/4 -inch is also satisfied.
6. Lower flute installations of B-Deck with flutes widths greater than 1-3/4 -inch are permitted.
7. Lower flute installations of B-Deck in flute depths greater than 1-1/2 -inch are permitted provided the minimum edge distance of 3/4 -inch is met and the minimum lower flute width is
increased proportionally (e.g. applicable to a lower flute depth of 2-inch with a minimum lower flute width of 2-1/4 -inch).
8. Inserts in the lower flute of 3-7/8-inch W-Deck may be installed with a maximum 1-3/16 -inch offset in either direction from the center of the flute.
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10
Specifications And Physical Properties Of Common Carbon Steel Threaded Rod Elements1
Threaded Rod Specification
Carbon
Steel
ASTM A36/A36M2 and
F15543 Grade 36
ASTM F15543
Grade 105
ASTM A193/A193M4
Grade B7
Units
Min. Specified
Ultimate
Strength,
Futa
Min. Specified Yield
Strength
0.2 Percent Offset,
Fya
psi
(MPa)
psi
(MPa)
psi
(MPa)
58,000
(400)
125,000
(862)
125,000
(860)
36,000
(248)
105,000
(724)
105,000
(720)
Futa
-
Fya
Elongation
Minimum
Percent5
Reduction
Of Area
Min. Percent
Related Nut
Specification6
1.61
23
40
(50 for A36)
ASTM A194 /
A563 Grade A
1.19
15
45
1.19
16
50
ASTM A194 /
A563 Grade DH
For SI: 1 inch = 25.4 mm, 1 psi = 0.006897 MPa. For pound-inch units: 1 mm = 0.03937 inch, 1 MPa = 145.0 psi.
1. Inserts may be used in conjunction with all grades of continuously threaded carbon steels (all-thread) that comply with code reference standards and that have thread characteristics
comparable with ANSI B1.1 UNC Coarse Thread Series.
2. Standard Specification for Carbon Structural Steel.
3. Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi Yield Strength.
4. Standard Specification for Alloy-Steel and Stainless Steel Bolting Materials for High Temperature or High Pressure Service and Other Special Purpose Applications.
5. Based on 2-inch (50 mm) gauge length except ASTM A193, which are based on a gauge length of 4d (drod).
6. Where nuts are applicable, nuts of other grades and style having specified proof load stress greater than the specified grade and style are also suitable.
Mechanical Anchors
Steel Design Information For Common Threaded Rod Elements Used With Concrete Inserts1,2,3,4
Design Information
Symbol
Threaded rod nominal outside diameter
drod
Threaded rod effective cross-sectional area
Ase
Nsa,rod,A36
Nsa,rod,A36,eq
Nsa,rod,B7
Nsa,rod,B7,eq
Vsa,rod,A36
Vsa,rod,A36,eq
Vsa,rod,B7
Vsa,rod,B7,eq
1/4-inch
3/8-inch
1/2-inch
5/8-inch
3/4-inch
in.
(mm)
in2
(mm2)
lb
(kN)
lb
(kN)
lb
(kN)
lb
(kN)
lb
(kN)
lb
(kN)
lb
(kN)
lb
(kN)
0.250
(6.4)
0.032
(21)
1,855
(8.2)
1,855
(8.2)
4,000
(17.7)
4,000
(17.7)
1,115
(4.9)
780
(3.5)
2,385
(10.6)
1,680
(7.5)
0.375
(9.5)
0.078
(50)
4,525
(20.0)
4,525
(20.0)
9,750
(43.1)
9,750
(43.1)
2,715
(12.1)
1,900
(8.4)
5,815
(25.9)
4,095
(18.2)
0.500
(12.7)
0.142
(92)
8,235
(36.6)
8,235
(36.6)
17,750
(78.9)
17,750
(78.9)
4,940
(22.0)
3,460
(15.4)
10,640
(7.3)
7,455
(34.2)
0.625
(15.9)
0.226
(146)
13,110
(58.3)
13,110
(58.3)
28,250
(125.7)
28,250
(125.7)
7,865
(35.0)
5,505
(24.5)
16,950
(75.4)
11,865
(52.8)
0.750
(19.1)
0.335
(216)
19,430
(86.3)
19,430
(86.4)
41,875
(186.0)
41,875
(186.0)
11,660
(51.9)
8,160
(36.3)
25,085
(111.6)
17,590
(78.2)
For SI: 1 inch = 25.4 mm, 1 pound = 0.00445 kN, 1 in = 645.2 mm . For pound-inch unit: 1 mm = 0.03937 inches.
1. Values provided for steel element material types based on minimum specified strengths and calculated in accordance with ACI 318-11 Eq. (D-2) and Eq. (D-29).
2. φNsa shall be the lower of the φNsa,rod or φNsa,insert for static steel strength in tension; for seismic loading φNsa,eq shall be the lower of the φNsa,rod,eq or φNsa,insert,eq.
3. φVsa shall be the lower of the φVsa,rod or φVsa,insert for static steel strength in tension; for seismic loading φVsa,eq shall be the lower of the φVsa,rod,eq or φVsa,insert,eq.
4. Strength reduction factors shall be taken from ACI 318-11 D.4.3 for steel elements. Strength reduction factors for load combinations in accordance with ACI 318 Section 9.2 governed
by steel strength shall be taken as 0.75 for tension and 0.70 for shear for ductile steel elements; values correspond to ductile steel elements. The value ofφ applies when the load
2
2
11
www.powers.com
Nominal tension strength of ASTM A36 threaded rod in
tension as governed by steel strength
Nominal seismic tension strength of ASTM A36 threaded
rod tension as governed by steel strength
Nominal tension strength of ASTM A193, Gr. B7
threaded rod in tension as governed by steel strength
Nominal seismic tension strength of ASTM A193, Gr. B7
threaded rod tension as governed by steel strength
Nominal shear strength of ASTM A36 threaded rod in
shear as governed by steel strength
Nominal seismic shear strength of ASTM A36 threaded
rod in shear as governed by steel strength
Nominal shear strength of ASTM A193, Gr. B7 threaded
Nominal seismic shear strength of ASTM A193, Gr. B7
threaded rod in shear as governed by steel strength
Units
8
Mechanical Anchors
Tension and Shear Design Strengths for Wood-Knocker Insert Installed in the
Soffit of Form Poured Concrete and Roof Assemblies - Uncracked Concrete1,2,3,4,5,6
Minimum Concrete Compressive Strength
Nominal Anchor
Diameter
1/4
3/8
1/2
5/8
3/4
Embed.
Depth
hef
(in.)
1-3/4
1-3/4
1-3/4
1-3/4
1-3/4
f'c = 3,000 psi
fNn
f'c = 4,000 psi
fVn
fNn
f'c = 6,000 psi
fVn
fNn
Tension
(lbs.)
Shear
(lbs.)
Tension
(lbs.)
Shear
(lbs.)
Tension
(lbs.)
fVn
Shear
(lbs.)
2,665
2,665
2,665
2,665
2,665
2,420
2,420
2,420
2,665
2,665
3,075
3,075
3,075
3,075
3,075
2,795
2,795
2,795
3,075
3,075
3,765
3,765
3,765
3,765
3,765
3,425
3,425
3,425
3,765
3,765
■ - Anchor Pullout/Pryout Strength Controls ■ - Concrete Breakout Strength Controls ■ - Steel Strength Controls
Tension and Shear Design Strengths for Wood-Knocker Insert Installed in the
Soffit of Form Poured Concrete and Roof Assemblies - Cracked Concrete1,2,3,4,5,6
Nominal Anchor
Diameter
Embed.
Depth
hef
(in.)
1/4
3/8
1/2
5/8
3/4
1-3/4
1-3/4
1-3/4
1-3/4
1-3/4
f'c = 3,000 psi
f'c = 4,000 psi
f'c = 6,000 psi
fNn
Tension
(lbs.)
fVn
Shear
(lbs.)
fNn
Tension
(lbs.)
fVn
Shear
(lbs.)
fNn
Tension
(lbs.)
fVn
Shear
(lbs.)
2,130
2,130
2,130
2,130
2,130
1,730
1,730
1,730
2,130
2,130
2,460
2,460
2,460
2,460
2,460
2,000
2,000
2,000
2,460
2,460
3,015
3,015
3,015
3,015
3,015
2,445
2,445
2,445
3,015
3,015
1- Tabular values are provided for illustration and are applicable for single anchors installed in normal-weight concrete with minimum slab thickness, ha = hmin, and
with the following conditions:
- ca1 is greater than or equal to the critical edge distance, cac.
- ca2 is greater than or equal to 1.5 times ca1.
2- Calculations were performed following methodology in ACI 318-11 Appendix D. The load level corresponding to the failure mode listed [steel strength of insert
(Nsa,insert, Vsa,insert), concrete breakout strength, or pryout strength] must be checked against the tabulated steel strength of the corresponding threaded rod type,
(Nsa,rod, Vsa,rod), the lowest load level controls.
3- Strength reduction factors (ø) for the inserts are based on ACI 318-11 D.4.3 for cast-in headed anchors. Condition B is assumed. Strength reduction factors for
load combinations in accordance with ACI 318 Section 9.2 governed by steel strength of the insert are taken as 0.65 for tension and 0.60 for shear; values
correspond to brittle steel elements.
4- Tabular values are permitted for short-term 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 318-11 Appendix D.
6- Interpolation is not permitted to be used with the tabular values. For intermediate base material compressive strengths please see ACI 318-11 Appendix D and
information contained in this product supplement. For other design conditions including seismic considerations please see ACI 318-11 Appendix D.
Tension and Shear Design Strength of Steel Elements (Steel Strength)1,2,3,4
Steel Elements - Threaded Rod
Nominal Rod Diameter
(in. or No.)
9
ASTM A36 and ASTM F1554 Grade 36
fVsa,rod
Shear
(lbs.)
fNsa,rod
Tension
(lbs.)
fVsa,rod
1,390
3,395
6,175
9,835
14,550
720
1,750
3,210
5,115
7,565
3,000
7,315
13,315
21,190
31,405
1,550
3,780
6,915
11,020
16,305
Tension
(lbs.)
1/4
3/8
1/2
5/8
3/4
ASTM A193 Grade B7 and ASTM F1554 Grade 105
fNsa,rod
Shear
(lbs.)
■ - Steel Strength Controls
1. Steel tensile design strength according to ACI 318 Appendix D, φNsa = φ • Ase,N • futa
2. The tabulated steel design strength in tension for the threaded rod must be checked against the design strength of the steel insert, concrete breakout and pullout design strength to
determine the controlling failure mode, the lowest load level controls.
3. Steel shear design strength according to ACI 318 Appendix D, φNsa = φ • 0.60 • Ase,N • futa
4. The tabulated steel design strength in shear for the threaded rod must be checked against the design strength of the steel insert, concrete breakout and pryout design strength to
determine the controlling failure mode, the lowest load level controls
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12
Tension and Shear Design Strengths for Bang-It Inserts Installed in the
Soffit of Uncracked Concrete Filled Steel Deck Floor and Roof Assemblies1,2,3,4,5,6
f'c = 3,000 psi
Nominal
Anchor
Diameter
Embed.
Depth
hef
(in.)
1/4
3/8
1/2
5/8
3/4
1-3/4
1-3/4
1-3/4
1-3/4
1-3/4
4-1/2" W-Deck
Upper Flute
B-Deck
Lower Flute
3-7/8" W-Deck
Upper Flute
Lower Flute
Upper Flute
Lower Flute
fNn
Tension
(lbs.)
fVn
Shear
(lbs.)
fNn
Tension
(lbs.)
fVn
Shear
(lbs.)
fNn
Tension
(lbs.)
fVn
Shear
(lbs.)
fNn
Tension
(lbs.)
fVn
Shear
(lbs.)
fNn
Tension
(lbs.)
fVn
Shear
(lbs.)
fNn
Tension
(lbs.)
fVn
Shear
(lbs.)
2,665
2,665
2,665
2,665
2,665
1,370
1,370
1,370
1,845
1,845
1,340
1,340
1,340
1,340
1,340
1,370
1,370
1,370
1,845
1,845
2,265
2,265
2,265
2,265
2,265
1,250
1,250
1,250
1,785
1,785
595
595
595
595
595
1,250
1,250
1,250
1,785
1,785
2,265
2,265
2,265
2,265
2,265
1,250
1,250
1,250
1,785
1,785
1,145
1,145
1,145
1,145
1,145
1,250
1,250
1,250
1,785
1,785
Tension and Shear Design Strengths for Bang-It Inserts Installed in the
Soffit of Cracked Concrete Filled Steel Deck Floor and Roof Assemblies1,2,3,4,5,6
Mechanical Anchors
f'c = 3,000 psi
Nominal
Anchor
Diameter
1/4
3/8
1/2
5/8
3/4
Embed.
Depth
hef
(in.)
1-3/4
1-3/4
1-3/4
1-3/4
1-3/4
4-1/2" W-Deck
Upper Flute
fNn
fVn
B-Deck
Lower Flute
fNn
fVn
3-7/8" W-Deck
Upper Flute
fNn
fVn
Lower Flute
fNn
fVn
Upper Flute
fNn
fVn
Lower Flute
fNn
Tension
(lbs.)
Shear
(lbs.)
Tension
(lbs.)
Shear
(lbs.)
Tension
(lbs.)
Shear
(lbs.)
Tension
(lbs.)
Shear
(lbs.)
Tension
(lbs.)
Shear
(lbs.)
Tension
(lbs.)
fVn
Shear
(lbs.)
1,810
1,810
1,810
1,810
1,810
1,370
1,370
1,370
1,845
1,845
1,070
1,070
1,070
1,070
1,070
1,370
1,370
1,370
1,845
1,845
1,810
1,810
1,810
1,810
1,810
1,250
1,250
1,250
1,785
1,785
475
475
475
475
475
1,250
1,250
1,250
1,785
1,785
1,810
1,810
1,810
1,810
1,810
1,250
1,250
1,250
1,785
1,785
915
915
915
915
915
1,250
1,250
1,250
1,785
1,785
7- Tabular values are provided for illustration and are applicable for single anchors installed in sand-lightweight concrete with minimum slab thickness, ha = hmin,
and with the following conditions:
- ca1 is greater than or equal to the critical edge distance, cac.
- ca2 is greater than or equal to 1.5 times ca1.
8- Calculations were performed following methodology in ACI 318-11 Appendix D. The load level corresponding to the failure mode listed [steel strength of insert
(Nsa,insert, Vsa,insert), concrete breakout strength, or pryout strength] must be checked against the tabulated steel strength of the corresponding threaded rod type,
(Nsa,rod, Vsa,rod), the lowest load level controls.
9- Strength reduction factors (ø) for the inserts are based on ACI 318-11 D.4.3 for cast-in headed anchors. Condition B is assumed. Strength reduction factors for
load combinations in accordance with ACI 318 Section 9.2 governed by steel strength of the insert are taken as 0.65 for tension and 0.60 for shear; values
correspond to brittle steel elements.
10- Tabular values are permitted for short-term static loads only, seismic loading is not considered with these tables.
11- For designs that include combined tension and shear, the interaction of tension and shear loads must be calculated in accordance with ACI 318-11 Appendix D.
12- Interpolation is not permitted to be used with the tabular values. For intermediate base material compressive strengths please see ACI 318-11 Appendix D and
information contained in this product supplement. For other design conditions including seismic considerations please see ACI 318-11 Appendix D.
Steel Elements - Threaded Rod
Nominal Rod Diameter
(in.)
1/4
3/8
1/2
5/8
3/4
ASTM A36 and ASTM F1554 Grade 36
ASTM A193 Grade B7 and ASTM F1554 Grade 105
fNsa,rod
Tension
(lbs.)
fVsa,rod
Shear
(lbs.)
fNsa,rod
Tension
(lbs.)
fVsa,rod
1,390
3,395
6,175
9,835
14,550
720
1,750
3,210
5,115
7,565
3,000
7,315
13,315
21,190
31,405
1,550
3,780
6,915
11,020
16,305
Shear
(lbs.)
■ - Steel Strength Controls
1. Steel tensile design strength according to ACI 318 Appendix D, φNsa = φ • Ase,N • futa
2. The tabulated steel design strength in tension for the threaded rod must be checked against the design strength of the steel insert, concrete breakout and pullout design strength to
3. Steel shear design strength according to ACI 318 Appendix D, φNsa = φ • 0.60 • Ase,N • futa
4. The tabulated steel design strength in shear for the threaded rod must be checked against the design strength of the steel insert, concrete breakout and pryout design strength to
13
www.powers.com
Tension and Shear Design Strength of Steel Elements (Steel Strength)1,2,3,4
10
Ordering Information
Mechanical Anchors
Idealization of Concrete Filled Steel Decks for Determination of Concrete Breakout Strength
in Accordance with ACI 318
ANCO
ANCO
ANC
ANC
ANC
ANC
Steel Deck
ANCO
Steel Deck
ANCO
Ncb
Ca,min
Ncb
Threaded Rod (Typ)
Ca,min
Idealization of Standard Steel Deck Profiles
Threaded Rod (Typ)
Idealization of B-Deck Steel Deck Profiles
Bang-It Deck Insert (UNC)
Cat.No.
Description
Color Code
Pre-Drilled Hole
Std. Box
Std. Pallet
7540
7542
7544
7546
7548
1/4” Bang-It
3/8” Bang-It
1/2” Bang-It
5/8” Bang-It
3/4” Bang-It
Brown
Green
Yellow
Red
Purple
13/16" or 7/8"
13/16" or 7/8"
13/16" or 7/8"
1-3/16" or 1-1/4"
1-3/16" or 1-1/4"
100
100
100
50
50
4,000
4,000
4,000
2,400
2,400
Bang-It Installation Accessories
Cat.No.
Description
Std. Box
7560
7562
7564
7566
Bang-It Stand Up Pole tool
13/16" Carbide Hole Saw for 1/4", 3/8" and 1/2" sizes
1-3/16" Carbide Hole Saw for 5/8", 3/4" and 7/8" sizes
Extra Carbide Hole Saw Center Bit
1
1
1
1
Wood-Knocker Form Insert (UNC)
11
Cat No.
Description
Color Code
Std. Box
Std. Pallet
7550
7552
7554
7556
7558
1/4" Wood-Knocker
3/8" Wood-Knocker
1/2" Wood-Knocker
5/8" Wood-Knocker
3/4" Wood-Knocker
Brown
Green
Yellow
Red
Purple
200
200
200
150
150
9,600
9,600
9,600
6,000
6,000
Threaded Inserts are color coded to easily identify location and diameter of the internally threaded coupling, allowing multiple trades on the same job to suspend their systems with various size steel threaded rods.
www.powers.com
14
Mechanical Anchors
Idealization of Concrete Filled Steel Decks for Determination of Concrete Breakout Strength
in Accordance with ACI 318
ANCO
ANCO
ANC
ANC
ANC
ANC
Steel Deck
ANCO
Steel Deck
ANCO
Ncb
Ca,min
Ncb
Threaded Rod (Typ)
Ca,min
Idealization of Standard Steel Deck Profiles
Threaded Rod (Typ)
Idealization of B-Deck Steel Deck Profiles
Bang-It Deck Insert (UNC)
Cat.No.
Description
Color Code
Pre-Drilled Hole
Std. Box
Std. Pallet
7540
7542
7544
7546
7548
1/4” Bang-It
3/8” Bang-It
1/2” Bang-It
5/8” Bang-It
3/4” Bang-It
Brown
Green
Yellow
Red
Purple
13/16" or 7/8"
13/16" or 7/8"
13/16" or 7/8"
1-3/16" or 1-1/4"
1-3/16" or 1-1/4"
100
100
100
50
50
4,000
4,000
4,000
2,400
2,400
Bang-It Installation Accessories
Cat.No.
Description
Std. Box
7560
7562
7564
7566
Bang-It Stand Up Pole tool
13/16" Carbide Hole Saw for 1/4", 3/8" and 1/2" sizes
1-3/16" Carbide Hole Saw for 5/8", 3/4" and 7/8" sizes
Extra Carbide Hole Saw Center Bit
1
1
1
1
Wood-Knocker Form Insert (UNC)
11
Cat No.
Description
Color Code
Std. Box
Std. Pallet
7550
7552
7554
7556
7558
1/4" Wood-Knocker
3/8" Wood-Knocker
1/2" Wood-Knocker
5/8" Wood-Knocker
3/4" Wood-Knocker
Brown
Green
Yellow
Red
Purple
200
200
200
150
150
9,600
9,600
9,600
6,000
6,000
Threaded Inserts are color coded to easily identify location and diameter of the internally threaded coupling, allowing multiple trades on the same job to suspend their systems with various size steel threaded rods.
www.powers.com
15
ICC-ES Evaluation Report
ESR-3657
Issued December 2014
This report is subject to renewal December 2015.
www.icc-es.org | (800) 423-6587 | (562) 699-0543
DIVISION: 03 00 00—CONCRETE
Section: 03 15 19—Cast-In Concrete Anchors
Section: 03 16 00—Concrete Anchors
A Subsidiary of the International Code Council ®
manufactured specialty anchorage products (WoodKnockers and Bang-Its) used in concrete; reference to
“steel elements” refers to threaded rods or bolts; reference
to “anchors” in this report refers to the installed inserts in
concrete with threaded rods or bolts.
The inserts are alternatives to cast-in anchors described
in Sections 1908 and 1909 of the 2012 IBC and Sections
1911 and 1912 of the 2009 and 2006 IBC. The anchors
may be used where an engineered design is submitted in
accordance with Section R301.1.3 of the IRC.
3.0 DESCRIPTION
3.1 Wood-Knocker and Bang-It Inserts:
REPORT HOLDER:
POWERS FASTENERS, INC.
701 EAST JOPPA ROAD
TOWSON, MARYLAND 21286
(914) 235-6300 or (800) 524-3244
www.powers.com
[email protected]
EVALUATION SUBJECT:
The Wood-Knocker inserts are cast-in concrete form
inserts. The insert consists of a steel internally threaded
headed insert (body), an outer plastic sleeve and nails
used to attach the insert to the inside surface of concrete
formwork. The insert is illustrated in Figure 1 and Figure 6.
The internally threaded inserts are manufactured from low
carbon steel. The Wood-Knocker inserts have minimum 5
μm (0.002-inch) zinc plating. The plastic sleeve is
fabricated from polypropylene.
TM
POWERS WOOD-KNOCKER
CONCRETE INSERTS
TM
CONCRETE INSERTS FOR STEEL
AND BANG-IT
DECK IN CRACKED AND UNCRACKED CONCRETE
1.0 EVALUATION SCOPE
Compliance with the following codes:
 2012, 2009, and 2006 International Building Code®
(IBC)
 2012, 2009, and 2006 International Residential Code®
(IRC)
Properties evaluated:
Structural
2.0 USES
The Powers Wood-Knocker concrete inserts are used to
resist static, wind, and seismic tension and shear loads in
cracked and uncracked normal-weight concrete, sandlightweight, and all-lightweight concrete having a specified
compressive strength, f′c, of 2,500 psi to 10,000 psi (17.2
MPa to 68.9 MPa).
The Powers Bang-It steel deck concrete inserts are used
to resist static, wind, and seismic tension and shear loads
in the soffit of cracked and uncracked normal-weight
concrete and sand-lightweight concrete on steel deck
having a specified compressive strength, f′c, of 2,500 psi to
10,000 psi (17.2 MPa to 68.9 MPa).
There are seven models for the Wood-Knocker inserts;
1
3
five fractional and two metric: /4-inch, /8-inch, M10, M12,
1
5
3
/2-inch, /8-inch, and /4-inch, corresponding to the sizes of
the threaded rods or bolts used for the inserts.
There are seven models for the Bang-It inserts; five
1
3
1
fractional and two metric: /4-inch, /8-inch, M10, M12, /25
3
inch, /8-inch, and /4-inch, corresponding to the sizes of
the threaded rods or bolts used for the inserts.
Reference to “inserts” in this report refers to the
The Bang-It steel deck inserts are cast-in concrete
inserts. The insert consists of a steel internally threaded
headed insert (body), an outer spring, a plastic sleeve and
a washer (base plate). The insert is illustrated in Figure 2
and Figure 6. The internally threaded insert and washer
are manufactured from low carbon steel. The Bang-It
inserts have a minimum 5 μm (0.002-inch) zinc plating.
The spring is manufactured from steel music wire. The
plastic sleeve is fabricated from polypropylene.
The anchor assembly is comprised of a Wood-Knocker
or Bang-It insert with a threaded steel element (e.g. rod or
bolt). The Wood-Knocker insert is installed on the inside
surface of wood formwork and the nails driven into the
form until the insert base sits flush on the form. The BangIt insert is installed in a predrilled hole in the topside of the
metal deck, and impacted with sufficient force to compress
the spring and drive the flared plastic fins of the sleeve
completely through the hole. Concrete can then be cast
over the insert.
3.2 Steel Elements:
3.2.1 Threaded Steel Rods and Bolts: Threaded steel
rods (all-thread) or bolts must be threaded on their
embedded end in diameters as described in Table 5 of this
report. Specifications for grades of common threaded rod
or bolts, including the mechanical strength properties are
described in Table 4 of this report. Carbon steel threaded
rods or bolts must be furnished with a minimum 0.0002inch-thick (0.005 mm) zinc plating.
ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed
as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as
to any finding or other matter in this report, or as to any product covered by the report.
1000
Copyright © 2015
16
Page 1 of 12
ESR-3657 | Most Widely Accepted and Trusted
Page 2 of 12
3.2.2 Ductility: In accordance with ACI 318 D.1, in order
for a steel anchor element to be considered ductile, the
tested elongation must be at least 14 percent and the
reduction of area must be at least 30 percent. Steel
elements with a tested elongation of less than 14 percent
or a reduction of area less than 30 percent, or both, are
considered brittle. Values for common steel threaded rod
elements are provided in Tables 4 and 5 of this report.
Where values are nonconforming or unstated, the steel
element must be considered brittle
respectively, must be calculated in accordance with ACI
318 D.5.2 as applicable for cast-in headed bolts, with
modifications as described in this section, and with Figures
3, 4A, 4B and 4C of this report, as applicable. The basic
concrete breakout strength in tension, Nb, must be
calculated in accordance with ACI 318 D.5.2.2, using the
values of hef given in Tables 2 and 3, and with kc = 24. The
nominal concrete breakout strength in tension in regions
where analysis indicates no cracking in accordance with
ACI 318 D.5.2.6 must be calculated with Ψc,N = 1.25. For
the Bang-It inserts installed in the soffit of sand-lightweight
or normal-weight concrete filled steel deck assemblies, the
contribution of the steel deck strength must be ignored and
the calculation of ANc / ANco in accordance with ACI 318
D.5.2.1 and ca,min (minimum edge distance) must be based
on Figures 4A, 4B and 4C.
3.3 Concrete:
Normal-weight, sand-lightweight, and all-lightweight
concrete must conform to Sections 1903 and 1905 of the
IBC.
3.4 Steel Deck Panels:
4.1.4 Requirements for Static Side-Face Blowout
Strength in Tension: For the Wood-Knocker anchors, the
nominal side-face blowout strength of a headed insert, Nsb,
must be calculated in accordance with ACI 318 D.5.4.1 for
the cast-in headed insert, in cracked and uncracked
concrete, as applicable.
Steel deck panels must be in accordance with the
configuration in Figures 4A, 4B and 4C and have a
minimum base steel thickness of 22 gage [0.034 inch
(0.864 mm)]. Steel must comply with ASTM A653/A653M
SS Grade 33 minimum and have a minimum yield strength
of 33,000 psi (228 MPa).
For the Bang-It inserts installed in the soffit of sandlightweight or normal-weight concrete on steel deck floor
and roof assemblies as shown in Figures 4A, 4B and 4C,
calculation of the concrete side blowout strength is not
required.
4.0 DESIGN AND INSTALLATION
4.1 Strength Design:
4.1.1 General: Design strength of anchors complying with
the 2012 IBC as well as Section R301.1.3 of the 2012 IRC,
must be determined in accordance with ACI 318-11
Appendix D and this report.
4.1.5 Requirements for Static Steel Strength in Shear:
For Wood-Knocker anchors, the nominal static steel
strength in shear, Vsa, of a single anchor must be taken as
the threaded steel element strength, Vsa,rod, given in Table
5 of this report. The lesser of Vsa,rod in Table 5 or Vsa,insert
in Table 2 shall be used as the steel strength in shear, and
must be used in lieu of the values derived by calculation
from ACI 318-11, Eq. D-28.
Design strength of anchors complying with the 2009 IBC
and Section R301.1.3 of the 2009 IRC must be determined
in accordance with ACI 318-08 Appendix D and this report.
Design strength of anchors complying with the 2006 IBC
and Section R301.1.3 of the 2006 IRC must be in
accordance with ACI 318-05 Appendix D and this report.
For Bang-It anchors, the nominal static steel strength in
shear, Vsa,deck, of a single Bang-It insert, in the lower flute
and upper flute of concrete filled steel deck assemblies,
must be taken as the threaded steel element strength,
Vsa,rod, given in Table 5 of this report. The lesser of Vsa,rod
in Table 5 or Vsa,insert,deck in Table 3 shall be used as the
steel strength in shear, and must be used in lieu of the
values derived by calculation from ACI 318-11, Eq. D-28.
Design parameters provided in Tables 2, 3, and 5 of this
report are based on the 2012 IBC (ACI 318-11) unless
noted otherwise in Sections 4.1.1 through 4.1.12. The
strength design of anchors must comply with ACI 318
D.4.1, except as required in ACI 318 D.3.3.
Strength reduction factors, , as given in ACI 318-11
D.4.3 for cast-in headed anchors, must be used for load
combinations calculated in accordance with Section 1605.2
of the IBC and Section 9.2 of ACI 318. Strength reduction
factors,, as given in ACI 318-11 D.4.4 must be used for
load combinations calculated in accordance with ACI 318
Appendix C. An example calculation in accordance with
the 2012 IBC is provided in Figure 8. The value of f′c used
in the calculations must be limited to a maximum of 10,000
psi (68.9 MPa), in accordance with ACI 318-11 D.3.7.
4.1.6 Requirements for Static Concrete Breakout
Strength in Shear: For Wood-Knocker anchors, the
nominal concrete breakout strength of a single anchor or
group of anchors in shear, Vcb or Vcbg, respectively, must
be calculated in accordance with ACI 318 D.6.2. The basic
concrete breakout strength, Vb, must be calculated in
accordance with ACI 318 D.6.2.2 based on the values
provided in Table 1. The value of ℓe used in ACI 318 Eq. D33 must be taken as no greater than the lesser of hef or
8da.
The pullout strength in tension is not decisive for design
and does not need to be evaluated.
For the Bang-It inserts installed in the soffit of sandlightweight or normal-weight concrete on steel deck floor
and roof assemblies, as shown in Figures 4A, 4B and 4C,
calculation of the concrete breakout strength in shear is not
required.
4.1.2 Requirements for Static Steel Strength in
Tension: The nominal static steel strength in tension, Nsa,
of a single anchor must be calculated in accordance with
ACI 318 Section D.5.1 for the threaded steel element,
Nsa,rod, as illustrated in Table 5 of this report. The lesser of
Nsa,rod in Table 5 or Nsa,insert provided in Tables 2 and 3
shall be used as the steel strength in tension.
4.1.7 Requirements for Static Concrete Pryout
Strength in Shear: For Wood-Knocker anchors, the
nominal concrete pryout strength of a single anchor or
group of anchors, Vcp or Vcpg, respectively, must be
calculated in accordance with ACI 318 D.6.3.
4.1.3 Requirements for Static Concrete Breakout
Strength in Tension: For the Wood-Knocker and Bang-It
anchors, the nominal concrete breakout strength of a
single anchor or group of anchors in tension, Ncb or Ncbg,
17
Page 3 of 12
4.1.9 Requirements for Interaction of Tensile and
Shear Forces: For designs that include combined tension
and shear, the interaction of tension and shear loads must
be calculated in accordance with ACI 318 D.7.
For the Bang-It inserts installed in the soffit of sandlightweight or normal-weight concrete filled steel deck
assemblies, as shown in Figures 4A, 4B and 4C,
calculation of the concrete pry-out strength in accordance
with ACI 318 D.6.3 is not required.
Due to the projection of the internally-threaded end of the
Bang-It insert when installed in concrete filled steel deck
assemblies (approximately 3/4-inch), for anchors or groups
of anchors that are subject to the effects of combined
tension and shear forces, the design engineer must verify
the validity of the interaction equation in ACI 318 D.7.
4.1.8 Requirements for Seismic Design:
4.1.8.1 General: For load combinations including seismic,
the design must be performed in accordance with ACI 318
D.3.3. For the 2012 IBC, Section 1905.1.9 shall be omitted.
Modifications to ACI 318 D.3.3 shall be applied under
Section 1908.1.9 of the 2009 IBC, or Section 1908.1.16 of
the 2006 IBC. The anchors may be installed in Seismic
Design Categories A through F of the IBC.
4.1.10 Requirements for Minimum Member Thickness,
Minimum Anchor Spacing and Minimum Edge
Distance: Requirements on headed cast-in specialty
anchor edge distance, spacing, member thickness, and
concrete strength must be in accordance with the
requirements in ACI 318 as applicable for cast-in bolts.
For Wood-Knocker anchors, the nominal concrete
breakout strength and nominal concrete side-face blowout
strength for anchors in tension; and the nominal concrete
breakout strength and pryout strength in shear, must be
calculated in accordance with ACI 318 D.5 and D.6.
For Bang-It inserts installed in the soffit of sandlightweight or normal-weight concrete over profile steel
deck floor and roof assemblies, the anchors must be
installed in accordance with Figures 4A, 4B and 4C and
shall have a minimum axial spacing along the flute equal to
3hef.
For Bang-It anchors, the nominal concrete breakout
strength for anchors in tension; and the nominal concrete
breakout strength in the upper flute of concrete filled steel
deck assemblies for anchors in shear, must be calculated
in accordance with ACI 318 D.5 and D.6.
4.1.11 Requirements for Critical Edge Distance: The
critical edge distance, cac, must be calculated in
accordance with ACI 318 D.8.2. The modification factor
cp,N = 1.0 in accordance with ACI 318 D.5.2.5.
4.1.8.2 Seismic Tension: For Wood-Knocker anchors,
the nominal steel strength in tension, Nsa, of a single
anchor must be calculated in accordance with ACI 318
Section D.5.1 for the threaded steel element, Nsa,rod,eq, as
given in Table 5, not to exceed the corresponding values of
Nsa,insert,eq in Table 2 of this report; the nominal concrete
breakout strength for anchors in tension must be
calculated in accordance with ACI 318 D.5.2, as described
in Section 4.1.3 of this report; the nominal concrete sideface blowout strength must be calculated in accordance
with ACI 318 D.5.4.1 and D.5.4.2, and Section 4.1.4 of this
report.
4.1.12 Sand-lightweight Concrete: For ACI 318-11 and
318-08, when the Wood-Knocker anchors are used in
sand-lightweight
or
all-lightweight
concrete,
the
modification factor λa or λ, respectively, for concrete
breakout strength must be taken as 0.85 for sandlightweight or 0.75 for all-lightweight according to ACI 31811 D.3.6 (2012 IBC) or ACI 318-08 D.3.4 (2009 IBC). For
ACI 318-05, the values of Nb and Vb determined in
accordance with this report must be modified in
accordance with the provisions of ACI 318-05 D.3.4.
For Bang-It anchors, the nominal steel strength in
tension, Nsa, of a single anchor must be calculated in
accordance with ACI 318 Section D.5.1 for the threaded
steel element, Nsa,rod,eq, as given in Table 5, not to exceed
the corresponding values of Nsa,insert,eq in Table 3 of this
report; the nominal concrete breakout strength for anchors
in tension must be calculated in accordance with ACI 318
D.5.2, as described in Section 4.1.3 of this report; the
nominal concrete pullout strength calculations in
accordance with ACI 318 D.5.3.1 and D.5.3.4 are not
required.
For Bang-It inserts in the soffit of sand-lightweight
concrete-filled steel deck, λa or λ shall be taken as 0.85
and applied to the concrete breakout strength in tension
only as applicable. Values are shown in Table 3 and
installation details are shown in Figures 4A, 4B and 4C.
4.2 Allowable Stress Design (ASD):
4.2.1 General: Design values for use with allowable
stress design (working stress design) load combinations
calculated in accordance with Section 1605.3 of the IBC,
must be established as follows:
4.1.8.3 Seismic Shear: For Wood-Knocker anchors, the
nominal concrete breakout strength and pryout strength in
shear must be calculated in accordance with ACI 318
D.6.2 and D.6.3, as described in Sections 4.1.6 and 4.1.7
of this report. In accordance with ACI 318 D.6.1.2, the
nominal steel strength for seismic loads, Vsa,eq, must be
taken as the threaded steel element strength, Vsa,rod,eq,
given in Table 5 of this report, not to exceed the
corresponding values of Vsa,insert,eq, in Table 2.
For Bang-It anchors, the nominal concrete breakout
strength and pryout strength in shear, calculations in
accordance with ACI 318 D.6.2 and D.6.3, as described in
Sections 4.1.6 and 4.1.7 of this report, are not required. In
accordance with ACI 318 D.6.1.2, the nominal steel
strength for seismic loads, Vsa,eq, must be taken as the
threaded steel element strength, Vsa,rod,eq, given in Table 5
of this report, not to exceed the corresponding values of
Vsa,insert,deck,eq, in Table 3, for lower flute or upper flute of the
concrete filled steel deck assembly, as applicable.
Tallowable,ASD =
N n

Vallowable,ASD =
V n

where:
Tallowable,ASD =
Allowable tension load (lbf or kN).
Vallowable,ASD =
Allowable shear load (lbf or kN).
Nn
=
Lowest design strength of an anchor or
anchor
group
in
tension
as
determined in accordance with ACI
318 D.4.1, and 2009 IBC Section
1908.1.9 or 2006 IBC Section
1908.1.16, as applicable (lbf or N).
=
Lowest design strength of an anchor or
Vn
18
Page 4 of 12
anchor group in shear as determined in
accordance with ACI 318 D.4.1, and
2009 IBC Section 1908.1.9 or 2006 IBC
Section 1908.1.16, as applicable (lbf or
N).
α
=
Bang-It insertion in deck, a threaded rod or bolt element
must be inserted through the plastic thread protector
nozzle until contact is made with the inner steel barrel. The
threaded rod or bolt element must then be screwed into the
Bang-It internal threads. The rod or bolt must be tightened
until fully seated in the insert, which will result in a thread
engagement equal to a minimum of one rod diameter. The
plastic sleeve must be cut and trimmed to the surface of
the insert following the concrete pour if the insert is
intended to resist shear loads. Bang-It inserts are
permitted to be installed in either the upper or lower flute of
the steel deck.
Conversion factor calculated as a
weighted average of the load factors for
the controlling load combination. In
addition, α must include all applicable
factors to account for non-ductile failure
modes and required over-strength.
The requirements for member thickness, edge distance
and spacing, described in this report, must apply.
Examples of allowable stress design values for tension and
shear for illustrative purposes are shown in Tables 6
through 9. The values presented in Tables 6 through 9 are
only valid when all of the conditions given in the footnotes
to the respective tables are applicable.
Installation of Wood-Knocker and Bang-It inserts must be
in accordance with this evaluation report and the
manufacturer’s published installation instruction (MPII) as
provided in Figure 7 of this report. In the event of a conflict
between this report and the MPII, this report governs.
4.2.2 Interaction of Tensile and Shear Forces: For
designs that include combined tension and shear, the
interaction of tension and shear loads must be calculated
in accordance with ACI 318 D.7 as follows:
Periodic special inspection is required in accordance with
Section 1705.1.1 and Table 1705.3 of the 2012 IBC, or
Section 1704.15 and Table 1704.4 of the 2009 IBC, or
Section 1704.13 of the 2006 IBC, as applicable. The
special inspector must make periodic inspections during
installation of the headed cast-in specialty inserts to verify
insert type, insert dimensions, concrete type, concrete
compressive strength, insert spacing, edge distances,
concrete member thickness, insert embedment, threaded
rod fully seated into insert, and adherence to the
manufacturer’s printed installation instructions. The special
inspector must be present as often as required in
accordance with the “statement of special inspection.”
Under the IBC, additional requirements as set forth in
Sections 1705, 1706 and 1707 must be observed, where
applicable.
4.4 Special Inspection:
For shear loads Vapplied ≤ 0.2Vallowable,ASD, the full allowable
load in tension must be permitted.
For tension loads Tapplied ≤ 0.2Tallowable,ASD, the full allowable
load in shear must be permitted.
For all other cases:
,
+
,
≤1.2
(Eq-1)
Due to the projection of the internally-threaded end of the
Bang-It insert when installed in concrete filled steel deck
assemblies (approximately 3/4-inch), for anchors or groups
of anchors that are subject to the effects of combined
tension and shear forces, the design engineer must verify
the validity of the interaction equation in ACI 318 D.7
5.0 CONDITIONS OF USE
The Wood-Knocker and Bang-It concrete specialty anchors
described in this report are acceptable alternatives to what
is specified in the codes listed in Section 1.0 of this report,
subject to the following conditions:
4.3 Installation:
For the Wood-Knocker inserts, installation parameters are
provided in Table 2 and in Figures 3 and 7. Wood-Knocker
inserts must be positioned on wood or similar formwork
with all three nails in contact with the form. The head of
the Wood-Knocker must be impacted with sufficient force
to drive nails all the way into the formwork until the plastic
base sits flush and tight against the form. From beneath
the deck, following the concrete pour and form removal, a
threaded rod or bolt element must be screwed into the
internal threads of the Wood-Knocker until fully seated in
the inserts, which will result in a thread engagement equal
to one diameter. The threaded steel rod or bolt element
must have a minimum thread engagement equal to one
steel element diameter.
5.1 Specialty inserts are limited to dry interior locations.
5.2 Specialty insert sizes, dimensions, minimum
embedment depths, and other installation parameters
are as set forth in this report.
5.3 Specialty inserts must be installed in accordance with
the manufacturer’s published instructions and this
report. In case of conflict, this report governs.
5.4 Specialty inserts must be limited to use in cracked
and uncracked normal-weight concrete, sandlightweight concrete and all-lightweight concrete
having a specified compressive strength, f'c, of 2,500
psi to 10,000 psi (17.2 MPa to 68.9 MPa) for the
Wood-Knocker inserts, and in cracked and uncracked
normal-weight or sand-lightweight concrete filled steel
deck assemblies having a specified compressive
strength, f'c, of 2,500 psi to 10,000 psi (17.2 MPa to
68.9 MPa) for the Bang-It inserts.
For the Bang-It inserts, installation parameters are
provided in Table 3 and in Figures 4A, 4B, 4C and 7. A
hole must be made in the steel deck using a step-drill, hole
saw, deck punch or equivalent in accordance with the
following hole diameters: Bang-It 1/4-inch, 3/8-inch, M10,
M12, or 1/2-inch [13/16-inch (21 mm) diameter] and Bang-It
5
/8-inch or 3/4-inch [13/16-inch (30 mm) diameter]. The BangIt plastic sleeve must be placed in the hole, and following
this, the head of the insert must be impacted with sufficient
force to compress the outer spring and drive the flared
plastic fins of the sleeve completely through the hole in the
steel deck. The Bang-It metal base plate may be screwed
to the deck for additional stability (optional). Before or after
5.5 The values of f'c used for calculation purposes must
not exceed 10,000 psi (68.9 MPa).
5.6 Strength design values must be established in
accordance with Section 4.1 of this report.
5.7 Allowable design values
accordance with Section 4.2.
are
established
in
5.8 Specialty insert spacing and edge distance as well as
19
E
ESR-3657 | Most
M
Widely Acc
cepted and Tru
usted
Pa
age 5 of 12
minimum
m member thic
ckness must comply
c
with ACI
A
318 Section D.8 for cas
st-in-place hea
aded anchors
been evaluated for resisstance to fire e
exposure in
accordancce with recognized standards.
o installation
n, calculations and deta
ails
5.9 Prior to
demonsttrating complia
ance with this report must be
submitte
ed to the code
e official. The calculations and
a
details must
m
be prep
pared by a re
egistered desiign
professio
onal where re
equired by the
e statutes of the
t
jurisdictio
on in which the
e project is to be
b constructed.
Headed ccast-in specialty inserts are
e used to
resist wind
d or seismic forrces only.

Headed ccast-in specialty inserts are
e used to
support no
onstructural ele
ements.
5.14 U
Use of zinc-co
oated carbon ssteel anchors iss limited to
d
dry, interior loccations.
5.10 Since an
n ICC-ES acc
ceptance criterria for evaluatiing
data to determine the
e performance of the specia
alty
inserts subjected to fatigue or shock loading is
able at this time
e, the use of the
ese inserts und
der
unavaila
such con
nditions is beyo
ond the scope of
o this report.
5.15 S
Special inspecction must be provided in a
accordance
w
with Section 4..4.
5.16 S
Specialty insserts are ma
anufactured under an
a
approved qual ity control prog
gram with insp
pections by
IICC-ES.
5.11 Specialty
y inserts may
y be installed
d in regions of
concrete
e where analysis indicates cra
acking may occ
cur
(ft > fr), subject
s
to the conditions
c
of thiis report.
6.0 EV
VIDENCE SUB
BMITTED
6.1 D
Data in accorrdance with tthe ICC-ES A
Acceptance
C
Criteria for H
Headed Cast--in Specialty Inserts in
C
Concrete (AC4
446), dated Jun
ne 2013.
5.12 Specialty
y inserts may be used to resist short-term
loading due to wind or seismic forrces in locatio
ons
designatted as Seismic
c Design Categ
gories A throu
ugh
F of the IBC, subject to
o the conditions
s of this report.
6.2 Q
Quality control documentation
n.
t
code, Woo
od5.13 Where not otherwise prohibited in the
er and Bang-Itt inserts are permitted
p
for use
u
Knocke
with fire
e-resistance-ra
ated construction provided th
hat
at leastt one of the follo
owing condition
ns is fulfilled:


7.0 ID
DENTIFICATIO
ON
The iinserts are ide
entified by pacckaging labele
ed with the
manu
ufacturer’s nam
me (Powers) a
and contact in
nformation,
insertt name, insert size, lot numb
ber and evalua
ation report
numb
ber (ESR-3657
7). The insertss have the lettters WoodKnockker or Bang-Itt and the speccific size embo
ossed atop
the h
head of the iinsert, visible prior to insta
allation for
verificcation.
Hea
aded cast-in specialty
s
inserts that support
a fire-resistancef
-rated envelo
ope or a fireresis
stance-rated membrane arre protected by
approved fire-resis
stance-rated materials,
m
or ha
ave
FIGURE 1— WOOD-KNOCKE
W
ER CAST-IN-PLA
ACE INSERTS
FIGURE 2—
—BANG-IT CAS T-IN-PLACE INS
SERTS FOR CO
ONCRETE
FOR FORM POUR CONCRETE
E
FILLE D STEEL DECK
K FLOOR AND R
ROOF ASSEMBL
LIES
TABLE
E 1—DESIGN US
SE AND REPOR
RT TABLE INDE
EX
DESIGN STRENGTH1
Steel
Concrete
WOOD-KN
NOCKER INSERT
TS
BANG-IT S
STEEL DECK INS
SERTS
THRE
EADED STEEL ELEMENTS
Nsa, Vsa
Table 2
Table 3
Table 5
Ncb, Ncbg
Table 2
Table 3
Not applicable
Vcb, Vcbg, Vcp, Vcpg
Table 2
Not applicable
Not applicable
Table 2
Not applicable
Not applicable
Side-face Blowou
ut Nsb
CONCRETE TYPE
T
Normal-weightt and
lightweight
CONCR
RETE STATE
INSERT / STEEL
L ELEMENT NOM
MINAL SIZE
Cracked
C
1
Un
ncracked
1
3
1
5
3
/4", /8", M10,
M
M12, /2", /8"", /4"
/4", 3/8", M10,
M
M12, 1/2", 5/8"", 3/4"
SEISMIC DE
ESIGN CATEGOR
RIES2
A through F
A through F
F
For SI: 1 inch = 25
5.4 mm. For poun
nd-inch units: 1 mm
m = 0.03937 inch
h.
1
Reference ACI 31
18-11 D.4.1.1. The
e controlling stren
ngth is decisive fro
om all appropriate
e failure modes (i.e
e. steel, concrete,, pryout and side-fface
b
blowout, as applica
able) and design assumptions.
a
The
e pullout strength in tension is not d
decisive for design
n and does not ne
eed to be evaluate
ed.
2
S
See Section 4.1.8
8 for requirements
s for seismic desig
gn, where applicab
ble.
20
E
ESR-3657 | Most
M
Widely Acc
cepted and Tru
usted
Pa
age 6 of 12
FIGURE 3— WOOD-KNOCK
KER INSERT INS
STALLED IN SO
OFFIT OF FORM POUR CONCR ETE FLOOR AN
ND ROOF ASSEMBLIES
FIGURE 4A—BA
ANG-IT INSERT
TS INSTALLED IN
I SOFFIT OF CONCRETE
C
FILL
LED STEEL DEC
CK FLOOR AND
D ROOF ASSEM
MBLIES
1,2,3 4
FIGUR
RE 4B—BANG-IT
T INSERTS INSTALLED IN SOF
FFIT OF CONCR
RETE FILLED ST
TEEL DECK FLO
OOR AND ROO
OF
1,2,3,5,6,77
ASSE
EMBLIES
FIGURE 4C—BA
ANG-IT INSERT
TS INSTALLED IN
I SOFFIT OF CONCRETE
C
FILL
LED STEEL DEC
CK FLOOR AND
D ROOF ASSEM
MBLIES
1
1,2,3,8
Inserts may be pla
aced in the upperr flute or lower flutte of the steel deck assembly. Inse
erts in the lower flu
ute require a minimum 1.5” of conccrete topping
th
hickness (min. thick in Figures) from
m the top of the up
pper flute. Upper flute installations require a minimu m 3" concrete top
pping thickness fro
om the top of
th
he upper flute. Ins
serts in upper flute
e may be installed
d anywhere across
s upper flute.
2
A
Axial spacing for Bang-It inserts alo
ong the lower flute
e length shall be minimum
m
3hef.
3
eck dimension lim
mitations, or the miinimum steel deckk gauge limitations.
Upper flute Bang--It inserts are not subject to steel de
1
4
Inserts in the lowe
er flute of Figure 4A
4 may be installe
ed with a maximum
m 1 /8 -inch offsett in either direction
n from the center of the flute. The o
offset
d
distance may be in
ncreased for flute widths greater tha
an those shown provided
p
the minim
mum lower flute ed
dge distance of 11/8 -inch is also sa
atisfied.
5
Inserts in the lowe
er flute of Figure 4B
4 may be installe
ed with a maximum
m 1/8 -inch offset i n either direction from the center of the flute. The offfset distance
m
may be increased for flute widths grreater than those shown provided th
he minimum lowe
er flute edge distan
nce of 3/4 -inch is a
also satisfied.
6
Lower flute installations of Figure 4B
4 with flutes widths greater than 13/4 -inch are permiitted.
1
7
Lower flute installations of Figure 4B
4 in flute depths greater than 1 /2 -inch
are permitted
d provided the mi nimum edge dista
ance of 3/4 -inch iss met and the
m
minimum lower flute width is increas
sed proportionally
y (e.g. applicable to
t a lower flute de
epth of 2-inch with a minimum lower flute width of 21/4 -inch).
8
er flute of Figure 4C
4 may be installe
ed with a maximum 13/16 -inch offse
et in either directio
on from the centerr of the flute.
Inserts in the lowe
21
Page 7 of 12
TABLE 2—WOOD-KNOCKER INSERT DESIGN INFORMATION
DESIGN INFORMATION
Insert O.D.
Minimum spacing and edge distances
SYMBOL UNITS
in.
da (do)
(mm)
in2
Abrg
(mm2)
in.
hef
(mm)
in.
hmin
(mm)
smin , cmin
kc
Nominal tension strength of single insert in tension as governed
by steel strength
governed by steel strength
Nominal steel shear strength of single insert
Nominal steel shear strength of single insert for seismic loading
ΨC,N
Nsa,insert
Nsa,insert,eq
Vsa,insert
Vsa,insert,eq
1
/4-inch
3
/8-inch
1,2,3,4,5,6,7
M10
1
/2-inch
5
/8-inch
0.7
(18)
1.20
(762)
1.75
(45)
3.5
(89)
3
/4-inch
1.0
(25)
1.30
(839)
1.75
(45)
3.5
(89)
(SI)
lb
(kN)
lb
(kN)
lb
(kN)
lb
(kN)
M12
10,270
(45.7)
10,270
(45.7)
10,555
(47.0)
10,555
(47.0)
10,270
(45.7)
10,270
(45.7)
10,555
(47.0)
10,555
(47.0)
10,270
(45.7)
10,270
(45.7)
10,555
(47.0)
10,555
(47.0)
24
(10)
1.25
10,270
(45.7)
10,270
(45.7)
10,555
(47.0)
10,555
(47.0)
9,005
(40.1)
9,005
(40.1)
10,555
(47.0)
10,555
(47.0)
12,685
(56.4)
12,685
(56.4)
9,075
(40.4)
9,075
(40.4)
13,370
(59.5)
13,370
(59.5)
9,075
(40.4)
9,075
(40.4)
For SI: 1 inch = 25.4 mm, 1 pound = 0.00445 kN, 1 psi = 0.006895 MPa. For pound-inch unit: 1 mm = 0.03937 inches.
1
Concrete must have a compressive strength f 'c of 2,500 psi minimum. Installation must comply with Sections 4.1.10 and 4.3, and Figure 3 of this report.
Design of headed cast-in specialty inserts shall be in accordance with the provisions of ACI 318 Appendix D for cast-in headed anchors.
Strength reduction factors for the inserts shall be taken from ACI 318-11 D.4.3 for cast-in headed anchors. Strength reduction factors for load combinations in
accordance with ACI 318 Section 9.2 governed by steel strength of the insert shall be taken as 0.65 for tension and 0.60 for shear; values correspond to brittle
steel elements. The value of applies when the load combinations of Section 1605.2 of the IBC or ACI 318 Section 9.2 are used in accordance with ACI 318
D.4.3. If the load combinations of ACI 318 Appendix C are used, the appropriate value of must be determined in accordance with ACI 318 D.4.4.
4
The concrete tension strength of headed cast-in specialty inserts shall be calculated in accordance with ACI 318 Appendix D and Figure 1.
5
Insert O.D. is the outside diameter of the headed insert body.
6
Minimum spacing distance between anchors and minimum edge distance for cast-in headed Wood-Knocker anchors shall be in accordance with ACI 318 D.8.
7
The strengths shown in the table are for inserts only. Design professional is responsible for checking threaded rod or bolt strength in tension, shear, and
combined tension and shear, as applicable. See Table 5 for steel design information for common threaded rod elements.
2
3
TABLE 3—BANG-IT INSERT DESIGN INFORMATION
DESIGN INFORMATION
SYMBOL
hmin
-
Lower flute
smin , cmin
-
See Figures 4A, 4B and 4C as applicable
kc
(SI)
Abrg
hef
ΨC,N
Nominal tension strength of single insert in tension as
Nsa,insert
governed by steel strength (Figures 4A, 4B & 4C)
Nsa,insert,eq
governed by steel strength (Figures 4A, 4B & 4C)
Nominal steel shear strength of single insert in the soffit of
Vsa,insert,deck
concrete on steel deck, (Figure 4A)
Vsa,insert,deck,eq
concrete on steel deck, for seismic loading, (Figure 4A)
Vsa,insert,deck
concrete on steel deck, (Figures 4B & 4C)
Vsa,insert,deck,eq
concrete on steel deck, seismic loading, (Figures 4B & 4C)
lb
(kN)
lb
(kN)
lb
(kN)
lb
(kN)
lb
(kN)
lb
(kN)
M10
M12
/2-inch
5
smin , cmin
/8-inch
1
Upper flute
da (do)
/4-inch
1,2,3,4,5,6,7,8
3
UNITS
in.
(mm)
in2
(mm2)
in.
(mm)
-
Insert O.D.
Minimum spacing and edge distances
1
/8-inch
0.7
(18)
1.20
(762)
1.75
(45)
3
/4-inch
1.0
(25)
1.30
(839)
1.75
(45)
See Figures 4A, 4B and 4C as applicable
10,440
(46.4)
10,440
(46.4)
2,280
(10.2)
2,280
(10.2)
2,080
(10.2)
2,080
(10.2)
10,440
(46.4)
10,440
(46.4)
2,280
(10.2)
2,280
(10.2)
2,080
(10.2)
2,080
(10.2)
10,440
(46.4)
10,440
(46.4)
2,280
(10.2)
2,280
(10.2)
2,080
(10.2)
2,080
(10.2)
24
(10)
1.25
9,850
(43.8)
9,850
(43.8)
2,280
(10.2)
2,280
(10.2)
2,080
(10.2)
2,080
(10.2)
8,240
(36.7)
8,240
(36.7)
2,280
(10.2)
2,280
(10.2)
2,080
(10.2)
2,080
(10.2)
13,415
(59.7)
13,415
(59.7)
3,075
(13.7)
2,695
(12.0)
2,975
(13.2)
2,695
(12.0)
11,985
(53.3)
11,985
(53.3)
3,075
(13.7)
2,695
(12.0)
2,975
(13.2)
2,695
(12.0)
For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N, 1 psi = 0.006895 MPa. For pound-inch unit: 1 mm = 0.03937 inches.
1
Concrete must have a compressive strength f 'c of 2,500 psi minimum. Installation must comply with Sections 4.1.10 and 4.3, and Figure 3 of this report.
Design of headed cast-in specialty inserts shall be in accordance with the provisions of ACI 318 Appendix D for cast-in headed anchors.
Strength reduction factors for the inserts shall be taken from ACI 318-11 D.4.3 for cast-in headed anchors. Strength reduction factors for load combinations in
accordance with ACI 318 Section 9.2 governed by steel strength of the insert shall be taken as 0.65 for tension and 0.60 for shear; values correspond to brittle
steel elements. The value of applies when the load combinations of Section 1605.2 of the IBC or ACI 318 Section 9.2 are used in accordance with ACI 318
D.4.3. If the load combinations of ACI 318 Appendix C are used, the appropriate value of must be determined in accordance with ACI 318 D.4.4.
4
The concrete tension strength of headed cast-in specialty inserts in concrete filled steel deck assemblies shall be calculated in accordance with
ACI 318 Appendix D and Figures 4A, 4B and 4C, as applicable.
5
Insert O.D. is the outside diameter of the headed insert body.
6
Minimum spacing distance between anchors and minimum edge distances for cast-in headed Bang-It anchors shall be in accordance with Figures 4A, 4B or 4C,
as applicable, and noted provisions.
7
The strengths shown in the table are for inserts only. Design professional is responsible for checking threaded rod strength in tension, shear, and combined
tension and shear, as applicable. See Table 5 for steel design information for common threaded rod elements.
8
The tabulated insert strength values are applicable to installations in the lower flute or upper flute of the steel deck profiles; see Figures 4A, 4B and 4C.
2
3
22
Page 8 of 12
TABLE 4—SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON CARBON STEEL THREADED ROD ELEMENTS
THREADED ROD SPECIFICATION
Carbon
Steel
UNITS
MIN. SPECIFIED
MIN. SPECIFIED
YIELD STRENGTH
ULTIMATE
STRENGTH, futa 0.2 PERCENT OFFSET, fya
futa

fya
ELONGATION REDUCTION
OF AREA
MINIMUM
PERCENT6 MIN. PERCENT
1
RELATED NUT
SPECIFICATION8
ASTM A36/A36M2 and
F15543 Grade 36
psi
(MPa)
58,000
(400)
36,000
(248)
1.61
23
40 (50 for A36)
ASTM A194 /
A563 Grade A
ISO 898-15 Class 4.6
MPa
(psi)
400
(58,000)
240
(34,800)
1.67
22
-7
ISO 4032 Grade 4
psi
(MPa)
psi
(MPa)
125,000
(862)
125,000
(860)
105,000
(724)
105,000
(720)
1.19
15
45
1.19
16
50
3
ASTM F1554
Grade 105
ASTM A193/A193M4
Grade B7
ASTM A194 /
A563 Grade DH
For SI: 1 inch = 25.4 mm, 1 psi = 0.006897 MPa. For pound-inch units: 1 mm = 0.03937 inch, 1 MPa = 145.0 psi.
1
Inserts may be used in conjunction with all grades of continuously threaded carbon steels (all-thread) that comply with code reference standards and that have
thread characteristics comparable with ANSI B1.1 UNC Coarse Thread Series or ANSI B1.13M M Profile Metric Coarse Thread Series. Tabulated values
correspond to anchor diameters included in this report. See Section 3.2.2 of this report for ductility of steel anchor elements.
2
Standard Specification for Carbon Structural Steel.
3
Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi Yield Strength.
4
Standard Specification for Alloy-Steel and Stainless Steel Bolting Materials for High Temperature or High Pressure Service and Other Special Purpose
Applications.
5
Mechanical properties of fasteners made of carbon steel and alloy steel – Part 1: Bolts, screws and studs.
6
Based on 2-inch (50 mm) gauge length except ASTM A193, which are based on a gauge length of 4d.
7
Minimum percent reduction of area not reported in the referenced standard.
8
Where nuts are applicable, nuts of other grades and style having specified proof load stress greater than the specified grade and style are also suitable.
TABLE 5—STEEL DESIGN INFORMATION FOR COMMON THREADED ROD ELEMENTS USED WITH CONCRETE INSERTS
ESIGN INFORMATION
SYMBOL
UNITS
1
/4-inch
3
/8-inch
M10
M12
1
/2-inch
5
/8-inch
1,2,3,4
3
/4-inch
in.
0.250
0.375
0.394
0.472
0.500
0.625
0.750
Threaded rod nominal outside diameter
drod
(mm)
(6.4)
(9.5)
(10)
(12)
(12.7)
(15.9)
(19.1)
2
in
0.032
0.078
0.090
0.131
0.142
0.226
0.335
Threaded rod effective cross-sectional area
Ase
(mm2)
(21)
(50)
(58)
(85)
(92)
(146)
(216)
Nominal tension strength of ASTM A36 threaded rod in
lb
1,855
4,525
5,220
7,600
8,235
13,110
19,400
Nsa,rod,A36
tension as governed by steel strength
(kN)
(8.2)
(20.0)
(23.2)
(33.8)
(36.6)
(58.3)
(86.3)
Nominal seismic tension strength of ASTM A36 threaded
lb
1,855
4,525
5,220
7,600
8,235
13,110
19,400
Nsa,rod,eq,A36
rod tension as governed by steel strength
(kN)
(8.2)
(20.0)
(23.2)
(33.8)
(36.6)
(58.3)
(86.3)
Nominal tension strength of ASTM A193, Gr. B7 threaded
lb
4,000
9,750
11,250
16,375
17,750
28,250
41,875
Nsa,rod,B7
rod in tension as governed by steel strength
(kN)
(17.7)
(43.1)
(50.1)
(72.9)
(78.9)
(125.7)
(186.0)
Nominal seismic tension strength of ASTM A193, Gr. B7
lb
4,000
9,750
11,250
16,375
17,750
28,250
41,875
Nsa,rod,eq,B7
threaded rod tension as governed by steel strength
(kN)
(17.7)
(43.1)
(50.1)
(72.9)
(78.9)
(125.7)
(186.0)
Nominal shear strength of ASTM A36 threaded rod in
lb
1,105
2,695
3,130
4,560
4,940
7,860
11,640
Vsa,rod,A36
shear as governed by steel strength
(kN)
(4.9)
(12.0)
(13.9)
(20.3)
(22.0)
(35.0)
(51.8)
Nominal seismic shear strength of ASTM A36 threaded
lb
780
1,900
2,190
3,190
3,460
5,505
8,160
Vsa,rod,eq,A36
(kN)
(3.5)
(8.4)
(9.7)
(14.2)
(15.4)
(24.5)
(36.3)
Nominal shear strength of ASTM A193, Gr. B7 threaded
lb
2,385
5,815
6,750
9,825
10,640
16,950
25,085
Vsa,rod,B7
(kN)
(10.6)
(25.9)
(30.0)
(43.7)
(7.3)
(75.4)
(111.6)
Nominal seismic shear strength of ASTM A193, Gr. B7
lb
1,680
4,095
4,725
6,880
7,455
11,865
17,590
Vsa,rod,eq,B7
threaded rod in shear as governed by steel strength
(kN)
(7.5)
(18.2)
(21.0)
(30.6)
(34.2)
(52.8)
(78.2)
For SI: 1 inch = 25.4 mm, 1 pound = 0.00445 kN, 1 in2 = 645.2 mm2. For pound-inch unit: 1 mm = 0.03937 inches.
1
Values provided for steel element material types, or equivalent, based on minimum specified strengths; Nsa,rod and Vsa,rod calculated in accordance with ACI 318-11
Eq. (D-2) and Eq. (D-29) respectively. Vsa,rod,eq must be taken as 0.7Vsa,rod.
2
Nsa shall be the lower of the Nsa,rod or Nsa,insert for static steel strength in tension; for seismic loading Nsa,eq shall be the lower of the Nsa,rod,eq or Nsa,insert,eq.
3
Vsa shall be the lower of the Vsa,rod or Vsa,insert for static steel strength in tension; for seismic loading Vsa,eq shall be the lower of the Vsa,rod,eq or Vsa,insert,eq.
4
Strength reduction factors shall be taken from ACI 318-11 D.4.3 for steel elements. Strength reduction factors for load combinations in accordance with ACI 318
Section 9.2 governed by steel strength of ductile steel elements shall be taken as 0.75 for tension and 0.65 for shear. The value of applies when the load
combinations of Section 1605.2 of the IBC or ACI 318 Section 9.2 are used in accordance with ACI 318 D.4.3. If the load combinations of ACI 318 Appendix C
are used, the appropriate value of must be determined in accordance with ACI 318 D.4.4.
Idealization of Steel Deck Profile (e.g. see Figures 4A and 4C)
Idealization of Steel Deck Profile (e.g. see Figure 4B)
FIGURE 5—IDEALIZATION OF CONCRETE FILLED STEEL DECKS FOR DETERMINATION OF
CONCRETE BREAKOUT STRENGTH IN ACCORDANCE WITH ACI 318
23
Page 9 of 12
1,2,3,4,5,6,7,8,9,10
TABLE 6—EXAMPLE ASD ALLOWABLE TENSION DESIGN VALUES FOR ILLUSTRATIVE PURPOSES
CONCRETE THREADED
ROD
STRENGTH
SPECIFICATION
(f’c)
A36
A193, Gr. B7
A36
A193, Gr. B7
A36
A193, Gr. B7
A36
A193, Gr. B7
A36
A193, Gr. B7
A36
A193, Gr. B7
2,500
3,000
4,000
6,000
8,000
10,000
WOOD-KNOCKER IN CONCRETE
1
3
/4-INCH
(lbs)
/8-INCH
(lbs)
M10
(lbs)
M12
(lbs)
1,640
1,640
1,800
1,800
2,080
2,080
2,295
2,545
2,295
2,940
2,295
3,285
1,640
1,640
1,800
1,800
2,080
2,080
2,545
2,545
2,645
2,940
2,645
3,285
1,640
1,640
1,800
1,800
2,080
2,080
2,545
2,545
2,940
2,940
3,285
3,285
940
1,640
940
1,800
940
2,025
940
2,025
940
2,025
940
2,025
1
5
/2-INCH
(lbs)
3
/8-INCH
(lbs)
1,640
1,640
1,800
1,800
2,080
2,080
2,545
2,545
2,940
2,940
3,285
3,285
/4-INCH
(lbs)
1,640
1,640
1,800
1,800
2,080
2,080
2,545
2,545
2,940
2,940
3,285
3,285
1,640
1,640
1,800
1,800
2,080
2,080
2,545
2,545
2,940
2,940
3,285
3,285
For SI: 1 pound = 4.45 N. For pound-inch unit: 1 inch = 25.4 mm.
Illustrative Allowable Stress Design Values in Table 6 are applicable only when all of the following design assumptions are followed:
1
Concrete compressive strength, f'c, given for normal weight concrete.
2
Single anchors with static tension load with installation in accordance to Figure 3 for Wood-Knocker.
3
Concrete determined to remain uncracked for the life of the anchorage.
4
Load combinations from ACI 318 Section 9.2 (no seismic loading).
5
30% dead load and 70% live load, controlling load combination 1.2D + 1.6 L.
6
Calculation of the weighted average for α = 1.2*0.3 + 1.6*0.7 = 1.48.
7
Assuming no edge distance influence (ca1 ≥ 1.5hef) and no side-face blowout in tension for Wood-Knocker.
9
h ≥ hmin according to ACI 318 Section D.8.
10
Values are for Condition B where supplementary reinforcement in accordance with ACI 318-11 D.4.3 is not provided.
TABLE 7—EXAMPLE ASD ALLOWABLE SHEAR DESIGN VALUE FOR ILLUSTRATIVE PURPOSES
CONCRETE
THREADED
STRENGTH
ROD
(f’c)
SPECIFICATION
A36
A193, Gr. B7
A36
A193, Gr. B7
A36
A193, Gr. B7
A36
A193, Gr. B7
A36
A193, Gr. B7
A36
A193, Gr. B7
2,500
3,000
4,000
6,000
8,000
10,000
1,2,3,4,5,6,7,8,9,10
WOOD-KNOCKER IN CONCRETE
1
/4-INCH
(lbs)
490
1,055
490
1,055
490
1,055
490
1,055
490
1,055
490
1,055
3
/8-INCH
(lbs)
1,195
1,640
1,195
1,800
1,195
2,080
1,195
2,545
1,195
2,570
1,195
2,570
M10
(lbs)
1,375
1,640
1,375
1,800
1,375
2,080
1,375
2,545
1,375
2,940
1,375
2,965
M12
(lbs)
1,640
1,640
1,800
1,800
2,005
2,080
2,005
2,545
2,005
2,940
2,005
3,285
1
5
/2-INCH
(lbs)
1,640
1,640
1,800
1,800
2,080
2,080
2,170
2,545
2,170
2,940
2,170
3,285
3
/8-INCH
(lbs)
1,640
1,640
1,800
1,800
2,080
2,080
2,545
2,545
2,940
2,940
3,285
3,285
/4-INCH
(lbs)
1,640
1,640
1,800
1,800
2,080
2,080
2,545
2,545
2,940
2,940
3,285
3,285
1
Concrete compressive strength, f'c, given for normal weight concrete.
2
Single anchors with static shear load with installation in accordance with Figure 3 for Wood-Knocker.
3
4
5
6
7
Assuming no edge distance (ca1 ≥ 1.5hef) or corner distance influence (ca2 ≥ 1.5ca1) for Wood-Knocker anchors.
8
Shear loads may be applied in any direction.
9
10
WOOD-KNOCKER
1
/4-INCH
Brown
3
/8-INCH
M10
M12
Green
Green
Yellow
1
/2-INCH
Yellow
BANG-IT
5
/8-INCH
Red
3
/4-INCH
Purple
1
/4-INCH
Brown
3
/8-INCH
M10
M12
Green
Green
Yellow
1
/2-INCH
Yellow
5
/8-INCH
Red
3
/4-INCH
Purple
FIGURE 6—WOOD-KNOCKER CONCRETE INSERTS AND BANG-IT INSERTS FOR CONCRETE-FILLED STEEL DECKS
24
Page 10 of 12
1,2,3,4,5,6,7,8,9
TABLE 8—EXAMPLE ASD ALLOWABLE TENSION DESIGN VALUES FOR ILLUSTRATIVE PURPOSES
THREADED
CONCRETE
ROD
STRENGTH
SPECIFICATION
(f’c)
2,500
3,000
4,000
6,000
8,000
10,000
A36
A193, Gr. B7
A36
A193, Gr. B7
A36
A193, Gr. B7
A36
A193, Gr. B7
A36
A193, Gr. B7
A36
A193, Gr. B7
THREADED
CONCRETE
ROD
STRENGTH
SPECIFICATION
(f’c)
2,500
3,000
4,000
6,000
8,000
10,000
A36
A193, Gr. B7
A36
A193, Gr. B7
A36
A193, Gr. B7
A36
A193, Gr. B7
A36
A193, Gr. B7
A36
A193, Gr. B7
CONCRETE
THREADED
STRENGTH
ROD
SPECIFICATION
(f’c)
2,500
3,000
4,000
6,000
8,000
10,000
A36
A193, Gr. B7
A36
A193, Gr. B7
A36
A193, Gr. B7
A36
A193, Gr. B7
A36
A193, Gr. B7
A36
A193, Gr. B7
BANG-IT IN CONCRETE-FILLED STEEL DECK (FIGURE 4A)
1
/4-INCH
(lbs)
Upper Lower
940
830
1,395
830
940
905
1,530
905
940
940
1,765 1,045
940
940
2,025 1,280
940
940
2,025 1,475
940
940
2,025 1,650
3
/8-INCH
(lbs)
Upper Lower
1,395
830
1,395
830
1,530
905
1,530
905
1,765 1,045
1,765 1,045
2,160 1,280
2,160 1,280
2,295 1,475
2,495 1,475
2,295 1,650
2,790 1,650
M10
(lbs)
Upper Lower
1,395
830
1,395
830
1,530
905
1,530
905
1,765 1,045
1,765 1,045
2,160 1,280
2,160 1,280
2,495 1,475
2,495 1,475
2,645 1,650
2,790 1,650
M12
(lbs)
Upper Lower
1,395
830
1,395
830
1,530
905
1,530
905
1,765 1,045
1,765 1,045
2,160 1,280
2,160 1,280
2,495 1,475
2,495 1,475
2,790 1,650
2,790 1,650
1
/2-INCH
(lbs)
Upper Lower
1,395
830
1,395
830
1,530
905
1,530
905
1,765
1,045
1,765
1,045
2,160
1,280
2,160
1,280
2,495
1,475
2,495
1,475
2,790
1,650
2,790
1,650
10
5
/8-INCH
(lbs)
Upper Lower
1,395
830
1,395
830
1,530
905
1,530
905
1,765 1,045
1,765 1,045
2,160 1,280
2,160 1,280
2,495 1,475
2,495 1,475
2,790 1,650
2,790 1,650
3
/4-INCH
(lbs)
Upper Lower
1,395
830
1,395
830
1,530
905
1,530
905
1,765 1,045
1,765 1,045
2,160 1,280
2,160 1,280
2,495 1,475
2,495 1,475
2,790 1,650
2,790 1,650
BANG-IT IN CONCRETE-FILLED STEEL DECK (FIGURE 4B)11
1
/4-INCH
(lbs)
Upper Lower
940
365
1,395
365
940
400
1,530
400
940
465
1,765
465
940
570
2,025
570
940
655
2,025
655
940
730
2,025
730
3
/8-INCH
(lbs)
Upper Lower
1,395
365
1,395
365
1,530
400
1,530
400
1,765
465
1,765
465
2,160
570
2,160
570
2,295
655
2,495
655
2,295
730
2,790
730
M10
(lbs)
Upper Lower
1,395
365
1,395
365
1,530
400
1,530
400
1,765
465
1,765
465
2,160
570
2,160
570
2,495
655
2,495
655
2,645
730
2,790
730
M12
(lbs)
Upper Lower
1,395
365
1,395
365
1,530
400
1,530
400
1,765
465
1,765
465
2,160
570
2,160
570
2,495
655
2,495
655
2,790
730
2,790
730
1
/2-INCH
(lbs)
Upper Lower
1,395
365
1,395
365
1,530
400
1,530
400
1,765
465
1,765
465
2,160
570
2,160
570
2,495
655
2,495
655
2,790
730
2,790
730
5
/8-INCH
(lbs)
Upper Lower
1,395
365
1,395
365
1,530
400
1,530
400
1,765
465
1,765
465
2,160
570
2,160
570
2,495
655
2,495
655
2,790
730
2,790
730
3
/4-INCH
(lbs)
Upper Lower
1,395
365
1,395
365
1,530
400
1,530
400
1,765
465
1,765
465
2,160
570
2,160
570
2,495
655
2,495
655
2,790
730
2,790
730
BANG-IT IN CONCRETE-FILLED STEEL DECK (FIGURE 4C)12
1
/4-INCH
(lbs)
Upper Lower
940
705
1,395
705
940
775
1,530
775
940
890
1,765
890
940
940
2,025 1,090
940
940
2,025 1,260
940
940
2,025 1,410
3
/8-INCH
(lbs)
Upper Lower
1,395
705
1,395
705
1,530
775
1,530
775
1,765
890
1,765
890
2,160 1,090
2,160 1,090
2,295 1,260
2,495 1,260
2,295 1,410
2,790 1,410
M10
(lbs)
Upper Lower
1,395
705
1,395
705
1,530
775
1,530
775
1,765
890
1,765
890
2,160 1,090
2,160 1,090
2,495 1,260
2,495 1,260
2,645 1,410
2,790 1,410
M12
(lbs)
Upper Lower
1,395
705
1,395
705
1,530
775
1,530
775
1,765
890
1,765
890
2,160 1,090
2,160 1,090
2,495 1,260
2,495 1,260
2,790 1,410
2,790 1,410
1
/2-INCH
(lbs)
Upper Lower
1,395
705
1,395
705
1,530
775
1,530
775
1,765
890
1,765
890
2,160
1,090
2,160
1,090
2,495
1,260
2,495
1,260
2,790
1,410
2,790
1,410
5
/8-INCH
(lbs)
Upper Lower
1,395
705
1,395
705
1,530
775
1,530
775
1,765
890
1,765
890
2,160 1,090
2,160 1,090
2,495 1,260
2,495 1,260
2,790 1,410
2,790 1,410
3
/4-INCH
(lbs)
Upper Lower
1,395
705
1,395
705
1,530
775
1,530
775
1,765
890
1,765
890
2,160 1,090
2,160 1,090
2,495 1,260
2,495 1,260
2,790 1,410
2,790 1,410
1
Concrete compressive strength, f'c, given for sand-light weight concrete for Bang-It anchors.
Single anchors; static tension load with installation in upper and lower flute locations in concrete-filled steel deck in accordance with Figures 4A, 4B or 4C, as
applicable, and noted provisions.
3
4
5
6
7
8
9
Assuming no edge distance influence with Ψed,N = 1.0 and no side-face blowout in tension for upper flute Bang-It anchors.
10
For lower flute Bang-It anchors, the near edge distance, ca,min, is 1.125-inch (see Figure 4A).
11
For lower flute Bang-It anchors, the near edge distance, ca,min, is 0.75-inch (see Figure 4B).
12
For lower flute Bang-It anchors, the near edge distance, ca,min, is 0.75-inch (see Figure 4C).
2
25
Page 11 of 12
TABLE 9—EXAMPLE ASD ALLOWABLE SHEAR DESIGN VALUE FOR ILLUSTRATIVE PURPOSES
CONCRETE
THREADED
STRENGTH
ROD
(f’c)
SPECIFICATION
2,500 to
10,000
A36
A193, Gr. B7
CONCRETE
THREADED
STRENGTH
ROD
(f’c)
SPECIFICATION
2,500 to
10,000
A36
A193, Gr. B7
THREADED
CONCRETE
ROD
STRENGTH
SPECIFICATION
(f’c)
2,500 to
10,000
A36
A193, Gr. B7
1,2,3,4,5,6,7,8,9,10
BANG-IT IN CONCRETE-FILLED STEEL DECK (FIGURE 4A)
1
3
/4-INCH
/8-INCH
M10
M12
(lbs)
(lbs)
(lbs)
(lbs)
Upper Lower Upper Lower Upper Lower Upper Lower
490
490
925
925
925
925
925
925
925
925
925
925
925
925
925
925
1
/2-INCH
(lbs)
Upper Lower
925
925
925
925
5
3
/8-INCH
/4-INCH
(lbs)
(lbs)
Upper Lower Upper Lower
1,245 1,245 1,245 1,245
1,245 1,245 1,245 1,245
BANG-IT IN CONCRETE-FILLED STEEL DECK (FIGURE 4B)
1
3
/4-INCH
/8-INCH
M10
M12
(lbs)
(lbs)
(lbs)
(lbs)
490
490
845
845
845
845
845
845
845
845
845
845
845
845
845
845
1
/2-INCH
(lbs)
Upper Lower
845
845
845
845
5
3
/8-INCH
/4-INCH
(lbs)
(lbs)
1,205 1,205 1,205 1,205
1,205 1,205 1,205 1,205
BANG-IT IN CONCRETE-FILLED STEEL DECK (FIGURE 4C)
1
3
/4-INCH
/8-INCH
M10
M12
(lbs)
(lbs)
(lbs)
(lbs)
490
490
845
845
845
845
845
845
845
845
845
845
845
845
845
845
1
/2-INCH
(lbs)
Upper Lower
845
845
845
845
5
3
/8-INCH
/4-INCH
(lbs)
(lbs)
1,205 1,205 1,205 1,205
1,205 1,205 1,205 1,205
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Concrete compressive strength, f'c, given for sand-light weight for Bang-It anchors.
Single anchors; static shear load with installation in upper and lower flute locations in concrete-filled steel deck in accordance with Figures 4A, 4B or 4C, as
applicable, and noted provisions.
3
4
5
6
7
Assuming no edge distance (ca1 ≥ 1.5hef) or corner distance influence (ca2 ≥ 1.5ca1) upper flute Bang-It anchors.
8
Shear loads may be applied in any direction.
9
10
WOOD-KNOCKER
2
1.) Position
insert on
formwork
nails down.
BANG-IT
POSITION
1.) Cut (e.g.
drill/punch) a
hole in the
steel deck to
the hole size
required by
the insert.
CREATE HOLE
2.) Drive
insert
down until
flush with
the form.
3.) After formwork
removal, remove
nails as
necessary (e.g.
flush mounted
fixtures).
DRIVE
PREPARE
3.) Step on or
impact the insert
head to engage.
Optionally, base
plate of insert can
also be screwed
to steel deck.
2.) Place the
plastic sleeve
of the insert
through hole
in steel deck.
POSITION
PREPARE
FIGURE 7— WOOD-KNOCKER AND BANG-IT CONCRETE INSERTS
MANUFACTUER PUBLISHED INSTALLATION INSTRUCTIONS (MPII)
26
4.) After concrete has
reached design
strength, install
threaded steel element
(rod/bolt) into the
insert or attach fixture
as applicable (e.g.
seismic brace).
ATTACH
4.) After concrete has
reached design
strength, install
threaded steel element
(rod/bolt) into the insert.
Trim away plastic
sleeve for shear load
applications and attach
fixture as applicable
(e.g. seismic brace).
ATTACH
E
ESR-3657 | Most
M
Widely Acc
cepted and Tru
usted
Given: 3
nsert with ASTM A
A36 rod One /8” Bang‐It in
installed in the lo
ower flute of steel deck Steel deck in accordance with Figure 4C 7
of this report (3 /8” min. flute widtth) 3
Anchor is 1 /16” offfset from center o
of flute 3
1
edge, 3 /8 from farr edge) ( /4” from close e
Sand‐lightweight cconcrete with ength: (f’c) = 3,000
0 psi compressive stre
No supplemental reinforcement: (Condition B per ACI 318‐11 D.4.3 cc) eismic Assume cracked concrete and no se
ha = 5 in. (2” topping thickness) hef = 1.75 in. ca1 = ca,min = 0.75 in
n. ca2 ≥ 1.5hef (∴take
en as 1.5hef) Pag
ge 12 of 12
Calculate the facttored resistance design strength in ttension and equivvalent allowable sstress design load for the anchor in the given configu
uration.
Calculation in accordance with ACI 318‐11 and this report:
Cod
de Ref. Rep
port Ref.
D
D.8 Taable 3 Figgure 4C D.55.1.1 D.55.1.2 §§4.1.2 Table 3 and Table 5
Step 2a. Calculate
e steel strength of the insert in tension: Nsa,insert = 0.65 • 10,440 lbs. = 66,785 lbs. D.55.1.1 D.55.1.2 §§4.1.2
Table 3 Step 2b. Calculate
e steel strength of the threaded rod in tension: Nsa,rodd,A36 = 0.75 • 4,5255 lbs. = 3,395 lbs.
D.55.1.1 D.55.1.2 §§4.1.2
Table 3 Step 2c. Nsa,rod,A366 < Nsa,insert ∴ threaded rod capacitty controls steel sttrength in tension
D.55.1.1 D.55.1.2 §§4.1.2 D.5.2.1 (b) §§4.1.3 D.5.2.1 (b) §§4.1.3 Figgure 4C D.55.2.5 §§4.1.3
Taable 3 Figgure 4C Step 3c. Calculate
e ψc,N = 1.0 (for cracked concrete) D.55.2.6 Taable 3 Step 3d. Calculate
e ψcp,N = 1.0 (for caast‐in anchors) D.55.2.7 ‐ D.55.2.2 D
D.3.6 Taable 3 D.5.2.1 (a) §§4.1.3 Step 4. Calculate n
nominal pullout sttrength of a single anchor in tension
n: N/A (not applicaable) D.55.3.1 §§4.1.1 Step 5. Calculate n
nominal side‐face blowout strength of the anchor: N//A (not applicable)) D.55.4.1 §§4.1.4 D
D.4.1 §§4.1.1 Step 7. Calculate aallowable stress design conversion ffactor for loading condition: Assume controlling load combination: 1.2D + 1.6L ; 30% Dead
d Load, 70% Live Looad 0.3) + 1.6(0.7) = 1..48 α = 1.2(0
99.2 §§4.2.1 Step 8. Calculate aallowable stress design value: = 620 lbs. ,
99.2 §§4.2.1 Step 1. Verify min
nimum member thickness, spacing and edge distance:
ha = 5.0 in. (2” topping thickness, lower flute) ≥ hmin = 4.5 in. (1.5” topping thickkness, lower flute) ∴ OK A (not applicable) sa = N/A
ca1 = 0.75 in. ≥ ca,min = 0.75 in. ∴ OK Step 2. Calculate ssteel strength of the anchor in tension: Calculate Nsa,insert and Nsaa,rod and determine
e the controlling stteel strength in tennsion Step 3. Calculate cconcrete breakoutt strength of the anchor in tension:
,
,
,
Step 3a. Calculate
e ANco and ANc 2
2 2
ANco = 9h
hef = 9 • (1.75) = 27.6 in.
2
Anc = (ca11 + (1.5hef)) • (ca2 +
+ 1.5hef) = (0.75 + 2
2.625)•((2.625 + 2.625)) = 17.7 in. ∴
∴ANc = 17.7 in.2 Step 3b. Calculate
e ψed,N = 1.0 if ca,minn ≥ 1.5hef ; ψed,N = 0
0.7
0.3
,
.
if ca,min
< 1.5hef a
ca,min = 0.75 in. < 1.5hef ∴ ψ
ψed,N = 0.7 + 0.3•(0
0.75/2.625) = 0.79
Step 3f. Calculate Nb =  .
′ = 24 0.85 √3,000 • 1.75 . = 2,587 lbs. Step 3g. Calculate
e concrete breakou
ut strength of the anchor in tension:
Ncb = (17.7/27.6) • 0.79 • 1.0 • 1.0 • 2,587 = 1,310 lbs. Calculate concrete breako
out capacity = Ncbb = 0.70 • 1,310 = 9
917 lbs. Step 6. Determine
e the controlling re
esistance strength
h of the anchor in ttension:
Nn= min| ,  | = Ncb = 917 lbs. .
FIGURE 8— EXAMP
PLE STRENGTH
H DESIGN CALC
CULATION FOR
R TENSION CAP
PACITY OF BAN
NG-IT ANCHOR
IN CO
ONCRETE-FILLE
ED STEEL DEC
CK ASSEMBLIES
S
27

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