Dewalt Wood Knocker Ii+ Pan-knocker Ii Instruction Manual (+ PDF)

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Wood Knocker II+ Pan-Knocker II

Product Information:
The Wood-Knocker II+ and Pan-Knocker II+ are mechanical anchors
designed for installation onto forms used to support newly poured
concrete floor slabs, roof slabs, or walls. These concrete inserts
provide hanger attachments for mechanical, electrical, plumbing
(MEP), and fire protection systems. They are color-coded by size
for easy identification and can be further marked by trade and/or
utility. The inserts allow for the attachment of steel threaded rod
or threaded bolts in sizes ranging from 1/4 to 3/4 inches in
diameter. The sturdy base and rib design minimize the chance of
inserts being accidentally displaced after attachment to the forms.
The impact plate offers resistance to rotation within the concrete
during installation. The Wood-Knocker II+ and Pan-Knocker II+ are
suitable for seismic and wind loading and have performance data for
tension and shear loading. They can be installed in form pours as
thin as 3.5 inches, and low-profile (LP) inserts can be installed
in form pours as thin as 2.5 inches. Additionally, there is a
push-in thread version available that does not require turning the
threaded rod or bolt during installation, making it ideal for
applications such as mounting prefabricated hardware and hanger
assemblies. Product Usage Instructions:
1. Prepare the forms: Ensure that the forms used to support the
concrete are properly constructed and securely in place. 2.
Determine the location: Identify the specific locations where you
will need hanger attachments for mechanical, electrical, plumbing,
or fire protection systems. 3. Choose the appropriate size: Select
the Wood-Knocker II+ or Pan-Knocker II+ insert size based on the
diameter of the steel threaded rod or threaded bolt you will be
using. 4. Install the inserts: Place the inserts onto the forms at
the desired locations. Ensure that the color-coded flange is
visible and embedded in the concrete surface. The sturdy base
design will prevent accidental displacement. 5. Attach the threaded
rod or bolt: Once the concrete is poured and cured, use a wrench or
appropriate tool to turn and attach the steel threaded rod or
threaded bolt to the inserts. The impact plate will provide
resistance to rotation within the concrete. 6. Push-in thread
version (optional): If you are using the push-in thread version,
simply push the threaded rod or bolt into the insert without
turning it. 7. Marking and identification (optional): If desired,
further mark the inserts by trade or utility for easy
identification in the future. 8. Follow building codes: Ensure that
the installation of the anchors complies with the published
instructions and any applicable building codes or regulations set
by the Authority Having Jurisdiction. Please refer to the provided
installation instructions and performance data for detailed
information on specific installation requirements and design
strengths for different loading conditions.

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MECHANICAL ANCHORS

GENERAL INFORMATION

ANCHORS & FASTENERS

GENERAL INFORMATION
WOOD-KNOCKER®II+ AND PAN-KNOCKERTMII+
Concrete Inserts
PRODUCT DESCRIPTION
Wood-Knocker II+ and Pan-Knocker II+ concrete inserts are installed onto forms used to support newly poured concrete floor slabs, roof slabs or walls. The concrete inserts are specifically designed to provide hanger attachments for mechanical, electrical, plumbing (MEP) and fire protection.
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 sturdy base and rib design minimizes the chance of inserts accidentally being hit out of place after attachment to the forms. The impact plate offers resistance to rotation within the concrete as a steel threaded rod or threaded bolt is being turned during installation.

SECTION CONTENTS
General Information…………………….1 Material Specifications ……………….2 Installation Instructions………………2 Installation Specifications …………..3 Performance Data (ASD)……………..5 Strength Design Information ……….6 Design Strength Tables (SD)………10 Ordering Information…………………13

A push-in thread version is also available which does not require turning the threaded rod or threaded bolt during installation which can be ideal for applications such as mounting prefabricated hardware and hanger assemblies.

WOOD-KNOCKER II+ FORM INSERT

PAN-KNOCKER II+ FORM INSERT
‘NO NAIL’ VERSION OF WOOD-KNOCKER II+

GENERAL APPLICATIONS AND USES

· Hanging Pipe and sprinkler systems · HVAC Ductwork and strut Channels · suspending Trapeze and Cable Trays · Cast-In Pre-installed Anchoring Points

· Distribution systems / Utility Lines · Conduit and Lighting systems · Cracked and Uncracked Concrete · seismic Qualification (sDC A – F)

FEATURES AND BENEFITS
+ Fast and simple to install, low installed cost + sturdy base design resists inserts from being kicked over after placement + Color coded by size for simple identification, can be further marked by trade and/or utility + Inserts can be installed in form pours only 3.5″ thick; low profile (LP) inserts can be installed
in form pours only 2.5″ thick (see installation details) + suitable for seismic and wind loading (see design information) + Multi thread inserts allow for multiple diameters using the same part + All sizes of multi thread inserts have performance data for tension and shear loading + Push-In thread version does not require turning threaded rod elements during installation

APPROVALS AND LISTINGS

· International Code Council, Evaluation service (ICC-Es), Esr-3657 for concrete · Code compliant with the 2021 IBC/IrC, 2018 IBC/IrC, 2015 IBC/IrC, and 2012 IBC/IrC · Tested in accordance with AsTM E488 and ICC-Es AC446 for use in cracked and
uncracked concrete and with 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 including seismic and wind loading · Underwriters Laboratories (UL Listed) – File No. EX1289 and VFXT7.EX1289,
Also UL tested and recognized for use in air handling spaces (i.e. plenum rated locations) · FM Approvals (Factory Mutual) see FM Approval Guide

WOOD-KNOCKER II+ FORM INSERT
PUSH-IN THREAD

PAN-KNOCKER II+ FORM INSERT
PUSH-IN THREAD

ANCHOR MATERIALS · Carbon steel and Engineered Plastic ROD/ANCHOR SIZE RANGE (TYP.) · 1/4″ through 3/4″ diameters (UNC) INSERT VERSIONS · Thread-In · Push-In SUITABLE BASE MATERIALS · Normal-weight Concrete · Lightweight Concrete

SMIC REGI

SEI N

ON QU

ALIF I C ATIO
CODE LISTED
ICC-ES ESR-3657
CONCRETE

GUIDE SPECIFICATIONS
CsI Divisions: 03 15 19 – Cast-In Concrete Anchors and 03 16 00 – Concrete Anchors. Concrete inserts shall be Wood-Knocker II+ or Pan-Knocker II+ as supplied by DEWALT, Towson, MD. Anchors shall be installed in accordance with published instructions and the Authority Having jurisdiction.

MECHANICAL ANCHORS

ANCHORS & FASTENERS

MATERIAL SPECIFICATIONS

Wood-Knocker II+ and Pan-Knocker II+

Anchor Component

Component Material

Insert Body

AIsI 1008 Carbon steel or equivalent

Plastic sleeve

Engineered Plastic (polypropylene)

Zinc Plating (metal components)

AsTM B633 (Fe/Zn5) Min. plating requirements for mild service condition

Material Properties for Common Threaded Rods

Description

Steel

Threaded Rod

Specification Diameter

(ASTM)

(inch)

Minimum Yield
Strength, fy (ksi)

Minimum Ultimate Strength, fu
(ksi)

standard Carbon steel

A36 or AsTMF1554,
Grade 36

1/4 to 3/4

36.0

58.0

High strength A193, Carbon steel Grade B7

1/4 to 3/4

105.0

125.0

Inserts may be considered for use in conjunction with all grades of continuously threaded carbon steel (all-thread) that comply with code reference standards and that have thread characteristics comparable with ANsI B1.1 UNC Coarse Thread series.

INSTALLATION INSTRUCTIONS

Installation Instructions for Wood-Knocker II+ Thread-In

POSITION

DRIVE

PREPARE

ATTACH

Step 1 Position insert on formwork plastic down.

Step 2 Drive insert head down until head contacts plastic (e.g. Wood-Knocker installation tool, hammer).

Step 3 After formwork removal, remove nails as necessary (e.g. flush mounted fixtures).

Step 4 Guide threaded rod/bolt through plastic thread seal cover. Turn until steel element fully threaded. Attach fixtures as applicable.

Installation Instructions for Wood-Knocker II+ Push-In

POSITION

DRIVE

PREPARE

ATTACH

Step 1 Position insert on formwork plastic down.

Step 2 Drive insert head down until head contacts plastic (e.g. Wood-Knocker installation tool, hammer).

Step 3 After formwork removal, remove nails as necessary (e.g. flush mounted fixtures).

Step 4 Guide threaded rod/bolt through plastic thread seal cover. Push in until steel element is fully seated. Attach fixtures as applicable.

Installation Instructions for Pan-Knocker II+ Thread-In

POSITION

MOUNT

PREPARE

ATTACH

Step 1 Position insert on formwork plastic down.

Step 2 Mount/secure insert to formwork through plastic base (e.g. with screws, pins).

Step 3

Step 4

After formwork removal, remove Guide threaded rod/bolt through plastic thread seal cover. Turn

pins or screws as necessary until steel element fully threaded. Attach fixtures as applicable.

(e.g. flush mounted fixtures).

Installation Instructions for Pan-Knocker II+ Push-In

POSITION

MOUNT

PREPARE

ATTACH

Step 1 Position insert on formwork plastic down.

Step 2 Mount/secure insert to formwork through plastic base (e.g. with screws, pins).

Step 3

Step 4

After formwork removal, remove Guide threaded rod/bolt through plastic thread seal cover. Push in

pins or screws as necessary until steel element is fully seated. Attach fixtures as applicable.

(e.g. flush mounted fixtures).

MECHANICAL ANCHORS

INSTALLATION SPECIFICATIONS
INSTALLATION SPECIFICATIONS
Wood-Knocker II+ Inserts for Form Pour Concrete

ANCHORS & FASTENERS
Pan-Knocker II+ Inserts for Form Pour Concrete

Initial Position

Head Plate Diameter Head Plate
Nail

Thread Size Marking
Internal Thread: Single or Multi Nominal Embedment

Head Plate Diameter

Nominal Embedment

Head Plate

Thread Size Marking Internal Thread: Single or Multi

Plastic Sleeve

SECTION A-A

Plastic Sleeve

SECTION A-A

Installation Specifications for Wood-Knocker II+ and Pan-Knocker II+ Single Thread Inserts1

Insert Dimension / Property

Symbol Units

1/4″ (LP)

3/8″ (LP)

Nominal Rod/Anchor Size

1/4″

3/8″

1/2″

outside diameter of steel insert body

in. (mm)

0.5 (13)

Insert head plate diameter

dhp

in. (mm)

1.30 (33)

Plastic sleeve diameter

in. (mm)

2 (51)

Nominal embedment depth

hnom

in. (mm)

1-1/2 (38)

Effective embedment depth

hef

in. (mm)

1.25 (32)

Minimum member thickness

hmin

in. (mm)

2-1/2 (64)

Minimum spacing distance

smin

in. (mm)

4da

Minimum edge distance

cmin

in. (mm)

0.5dhp + 3/4 (19)

Insert head plate thickness

thp

in. (mm)

1/8 (3)

UNC internal thread size

–

TPI

1/4-20

3/8-16

Approx. internal thread length

–

in.

5/16

7/16

Approx. gap between plastic sleeve opening and start of internal thread, after setting

–

in.

5/16

1/4-20 3/8

0.7 (18)
1.50 (38) 2-3/8 (60) 2 (51) 1.75 (45) 3-1/2 (89)
4da
0.5dhp + 3/4 (19)
1/8 (3) 3/8-16 1/2

1/2-13 5/8
3/8

1. Inserts have internal thread size designations for coarse threads matching the nominal rod / anchor size.

5/8″

3/4″

1.0 (25)

1.75 (45)

2-3/8 (60)

2 (51)

1.75 (45)

3-1/2 (89)

4da

0.5dhp + 3/4 (19)

1/8 (3)

5/8-11

3/4-10

3/4

7/8

Installation Specifications for Wood-Knocker II+ and Pan-Knocker II+ Multi Thread Inserts1

Insert Dimension / Property

Symbol Units 1/4″ & 3/8″ 1/4″ & 3/8″

Multi (LP)

Multi

Nominal Rod/Anchor Size

1/4″ & 3/8″ & 1/2″ Multi

3/8″ & 1/2″ Multi

3/8″ & 1/2″ & 5/8″ Multi

5/8″ & 3/4″ Multi

outside diameter of steel insert body

in. (mm)

0.5 (13)

0.7 (18)

1.0 (25)

Insert head plate diameter

dhp

in. (mm)

1.30 (33)

1.50 (38)

1.75 (45)

Plastic sleeve diameter

in. (mm)

2 (51)

2-3/8 (60)

Nominal embedment depth

hnom

in. (mm)

1-1/2 (38)

2 (51)

2-3/8 (60)

Effective embedment depth

hef

in. (mm)

1.25 (32)

1.75 (45)

2.25 (57)

Minimum member thickness

hmin

in. (mm)

2-1/2 (64)

3-1/2 (89)

Minimum spacing distance

smin

in. (mm)

4da

Minimum edge distance

cmin

in. 0.5dhp + 3/4

(mm)

(19)

0.5dhp + 3/4 (19)

Insert head plate thickness

thp

in. (mm)

1/8 (3)

UNC internal thread size

–

TPI

1/4- 3/8- 1/4- 3/8- 1/4- 3/820 16 20 16 20 16

1/213

3/816

1/213

3/8-16

1/213

5/811

3/410

Approx. internal thread length

– in. 5/16 7/16 3/8 1/2 5/16 3/8 1/2 7/16 9/16 3/8 1/2 5/8 5/8 3/4

Approx. gap between plastic sleeve opening and start of internal thread, after setting

–

in. 7/8 5/16 1 5/16 1-7/16 15/16 5/16 1 5/16 1-11/16 1-1/16 5/16 1-3/16 5/16

1. Inserts have internal thread size designations for coarse threads matching the nominal rod / anchor size.

MECHANICAL ANCHORS

ANCHORS & FASTENERS

INSTALLATION SPECIFICATIONS

Installation Specifications for Wood-Knocker II+ and Pan-Knocker II+ Push-In Thread Inserts1

Insert Dimension / Property

Symbol Units

Nominal Rod/Anchor Size

3/8″

1/2″

outside diameter of steel insert body

in. (mm)

Insert head plate diameter

dhp

in. (mm)

Plastic sleeve diameter

in. (mm)

Nominal embedment depth

hnom

in. (mm)

Effective embedment depth

hef

in. (mm)

Minimum member thickness

hmin

in. (mm)

Minimum spacing distance

smin

in. (mm)

Minimum edge distance

cmin

in. (mm)

Insert head plate thickness

thp

in. (mm)

UNC internal thread size

–

TPI

Approx. internal thread length

–

in.

Approx. gap between plastic sleeve opening and start of internal thread, after setting

–

in.

1.0 (25) 1.9 (48) 2-3/8 (60) 1-7/8 (48) 1.7 (43) 3-1/2 (89)
4da
0.5dhp + 3/4 (19)
3/16 (5) 3/8-16 5/8
3/4

1.125 (29) 2.2 (56) 2-3/8 (60) 2-3/16 (56) 2.0 (56) 3-1/2 (89)
4da
0.5dhp + 3/4 (19)
3/16 (5) 1/2-13 11/16
7/8

1. Inserts have internal thread size designations for coarse threads matching the nominal rod / anchor size.

Wood-Knocker II+ and Pan-Knocker II+ Inserts Installed in Soffit of Form Pour Concrete Floor and Roof Members
Normal Weight Concrete or Lightweight Concrete (Minimum 2,500 PSI)

Min.

Thick

hef

Insert (Typ)

PERFORMANCE DATA (ASD)

ANCHORS & FASTENERS

MECHANICAL ANCHORS

PERFORMANCE DATA (ASD)

Allowable Design Values for Inserts in Uncracked Concrete (lbs)1,2,3,4,5,6,7,8,9,10,11,12

Load

Wood-Knocker II+ and Pan-Knocker II+ Single Thread Inserts

Type

1/4″ (LP)

3/8″ (LP)

1/4″

3/8″

1/2″

5/8″

Wood-Knocker II+ and Pan-Knocker II+ Push-In Thread Inserts

3/4″

3/8″

1/2″

Tension

1,085

1,055

1,800

1,725

2,200

shear

400

1,085

720

1,710

1,800

1,470

2,200

Load Type

1/4 & 3/8 Multi (LP)

1/4 & 3/8 Multi

1/4″

3/8″

1/4″

3/8″

Wood-Knocker II+ and Pan-Knocker II+ Multi Thread Inserts

1/4 & 3/8 & 1/2 Multi

3/8 & 1/2 Multi

3/8 & 1/2 & 5/8 Multi

1/4″

3/8″

1/2″

3/8″

1/2″

3/8″

1/2″

5/8″

5/8 & 3/4 Multi

5/8″

3/4″

Tension 1,085 1,085 1,355 1,800 1,555 1,800 1,800 1,800 1,800 2,625 2,625 2,625 2,625 2,625

shear 400 1,085 370 1,710 720 1,710 1,800 1,410 1,800 1,510 2,625 2,625 2,625 2,625

Allowable stress Design Values in tables for inserts are provided for illustration and applicable only when the following design assumptions are followed:
1. Concrete compressive strength, f’c = 3,000 psi given for normal weight concrete.
2. single anchors with static loads and with installation in accordance with published instructions.
3. Concrete determined to remain uncracked for the life of the anchorage.
4. Load combinations from AACI 318 (-19 and -14)-14 5.3 or ACI 318-11 9.2, as applicable (no seismic loading considered).
5. 30% dead load and 70% live load, controlling load combination 1.2D + 1.6L.
6. Calculation of the weighted average for = 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.
8. Assuming no edge distance (ca1 3hef) or corner distance influence (ca2 1.5ca1) in shear.
9. shear loads may be applied in any direction.
10. h hmin according to ACI 318-19 17.9, ACI 318-14 17.7 or ACI 318-11 D.8, as applicable.
11. Values are for Condition B where supplementary reinforcement in accordance with ACI 318-19 17.5.3, ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, is not provided.
12. The allowable loads shown in the table are for the inserts only. The design professional is responsible for checking threaded rod strength in tension, shear and combined tension and shear, as applicable. For designs that include combined tension and shear, the interaction of tension and shear loads must be calculated in accordance with ACI 318 (-19 and -14) Chapter 17 or ACI 318-11 Appendix D.

Allowable Design Values for Inserts in Cracked Concrete (lbs)1,2,3,4,5,6,7,8,9,10,11,12

Load

Wood-Knocker II+ and Pan-Knocker II+ Single Thread Inserts

Type

1/4″ (LP)

3/8″ (LP)

1/4″

3/8″

1/2″

5/8″

Wood-Knocker II+ and Pan-Knocker II+ Push-In Thread Inserts

3/4″

3/8″

1/2″

Tension

870

1,440

1,380

1,760

shear

400

870

720

1,440

1,380

1,760

Load Type

1/4 & 3/8 Multi (LP)

1/4 & 3/8 Multi

1/4″

3/8″

1/4″

3/8″

Wood-Knocker II+ and Pan-Knocker II+ Multi Thread Inserts

1/4 & 3/8 & 1/2 Multi

3/8 & 1/2 Multi

3/8 & 1/2 & 5/8 Multi

1/4″

3/8″

1/2″

3/8″

1/2″

3/8″

1/2″

5/8″

5/8 & 3/4 Multi

5/8″

3/4″

Tension 870

870 1,355 1,440 1,440 1,440 1,440 1,440 1,440 2,100 2,100 2,100 2,100 2,100

shear

400

870

370 1,440 720 1,440 1,440 1,440 1,440 1,510 2,100 2,100 2,100 2,100

Allowable stress Design Values in tables for inserts are for illustration and applicable only when the following design assumptions are followed: 1. Concrete compressive strength, f’c = 3,000 psi given for normal weight concrete. 2. single anchors with static loads and with installation in accordance with published instructions. 3. Concrete determined to remain cracked for the life of the anchorage. 4. Load combinations from ACI 318 (-19 and -14) 5.3 or ACI 318-11 9.2, as applicable (no seismic loading considered). 5. 30% dead load and 70% live load, controlling load combination 1.2D + 1.6L.
6. Calculation of the weighted average for = 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. 8. Assuming no edge distance (ca1 3hef) or corner distance influence (ca2 1.5ca1) in shear. 9. shear loads may be applied in any direction. 10. h hmin according to ACI 318-19 17.9, ACI 318-14 17.7 or ACI 318-11 D.8, as applicable. 11. Values are for Condition B where supplementary reinforcement in accordance with ACI 318-19 17.5.3, ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, is not provided. 12. The allowable loads shown in the table are for the inserts only. The design professional is responsible for checking threaded rod strength in tension, shear and combined tension and shear,
as applicable. For designs that include combined tension and shear, the interaction of tension and shear loads must be calculated in accordance with ACI 318 (-19 and -14) Chapter 17 or ACI 318-11 Appendix D.

UL Listings and FM Approvals for Supporting Fire Protection Services & Automatic Sprinkler Systems

Listing/Approval

1/4″ LP

Wood-Knocker II+ and Pan-Knocker II+ Single Thread Inserts

3/8″ LP

1/4″

3/8″

1/2″

5/8″

Wood-Knocker II+ and Pan-Knocker II+ Push-In Thread Inserts

3/4″

3/8″

1/2″

UL Max. Pipe size

N/A

4″

N/A

4″

8″

4″

8″

FM Max. Pipe size

N/A

4″

N/A

4″

8″

–

4″

8″

Wood-Knocker II+ and Pan-Knocker II+ Multi Thread Inserts

Listing/Approval 1/4 & 3/8 Multi (LP) 1/4 & 3/8 Multi

1/4 & 3/8 & 1/2 Multi

3/8 & 1/2 Multi

3/8 & 1/2 & 5/8 Multi

5/8 & 3/4 Multi

1/4″ 3/8″ 1/4″ 3/8″ 1/4″ 3/8″ 1/2″ 3/8″ 1/2″ 3/8″ 1/2″ 5/8″ 5/8″ 3/4″

UL Max. Pipe size N/A

4″

N/A

4″

N/A

4″

8″

4″

8″

4″

8″

12″ 12″ 12″

FM Max. Pipe size N/A

4″

N/A

4″

N/A

4″

8″

4″

8″

4″

8″

12″ 12″ 12″

Underwriters Laboratories (UL Listed) File No. EX1289 and VFXT7.EX1289. Also UL tested and recognized for use in air handling spaces (i.e. plenum rated locations). FM Approvals (Factory Mutual) see FM Approval Guide.

MECHANICAL ANCHORS

ANCHORS & FASTENERS

STRENGTH DESIGN INFORMATION

Design Information For Wood Knocker II+ and Pan-Knocker II+ Single Thread Inserts1,2,3,4,5

Design Information / Insert Property

Symbol Units 1/4″ (LP) 3/8″ (LP)

1/4″

3/8″

1/2″

5/8″

3/4″

outside diameter of the steel insert body

in. (mm)

0.5 (13)

0.7 (18)

1.0 (25)

Insert head net bearing area

Abrg

in2 (mm2)

1.00 (645)

1.20 (762)

1.40 (903)

Effective embedment depth

hef

in. (mm)

1.25 (32)

1.75 (45)

STEEL STRENGTH IN TENSION (ACI 318-19 17.6.1, ACI 318-14 17.4.1 or ACI 318-11 Section D.5.1)

steel strength in tension of single insert
steel strength in tension of single insert, seismic reduction factor, steel strength in tension

Nsa,insert

lb (kN)

Nsa,insert,eq

lb (kN)

–

3,545 (15.8)

6,535 (29.1)

3,545 (15.8)

6,535 (29.1)

0.65

3,545 (15.8)
3,545 (15.8)

9,005 (40.1)
9,005 (40.1)
0.65

12,685 (56.4)
12,685 (56.4)
0.65

CONCRETE BREAKOUT STRENGTH IN TENSION (ACI 318-19 17.6.2, ACI 318-14 17.4.2 or ACI 318-11 D.5.2)

Effectiveness factor for cracked concrete

–

Modification factor for uncracked concrete

C,N

–

reduction factor, concrete strength in tension

–

24 (for sI use a value of 10) 1.25 0.70

STEEL STRENGTH IN SHEAR (ACI 318-19 17.7.1, ACI 318-14 17.5.1 or ACI 318-11 Section D.6.1)

steel strength in shear of single insert
steel strength in shear of single insert, seismic reduction factor, steel strength in shear

Vsa,insert,deck

lb (kN)

Vsa,insert,eq,deck

lb (kN)

–

985

2,835

(4.4)

(12.6)

385

625

(1.7)

(2.8)

0.60

1,775 (7.9)
1,775 (7.9)

4,220 (18.8)
4,220 (18.8)
0.60

7,180 (31.9)
7,180 (31.9)

9,075 (40.4)
9,075 (40.4)
0.60

CONCRETE BREAKOUT STRENGTH IN SHEAR (ACI 318-19 17.7.2, ACI 318-14 17.5.2 or ACI 318-11 D.6.2) AND PRYOUT STRENGTH IN SHEAR (ACI 318-19 17.7.3, ACI 318-14 17.5.3 or ACI 318-11 D.6.3)

Load bearing length of insert

in. (mm)

1.25 (32)

1.75 (45)

reduction factor, concrete strength in shear

–

0.70

Coefficient for pryout strength

kcp

–

reduction factor, pryout strength in shear

–

0.70

1. Concrete must have a compressive strength f ‘c of 2,500 psi minimum. Installation must comply with published instructions.

2. Design of headed cast-in specialty inserts shall be in accordance with the provisions of ACI 318 (-19 and -14) Chapter 17 or ACI 318-11 Appendix D, as applicable, for cast-in headed anchors. Concrete breakout strength must also be in accordance with and steel deck figures, as applicable.

3. strength reduction factors for the inserts shall be taken from ACI 318-19 17.5.3, ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, for cast-in headed anchors. strength reduction
factors for load combinations in accordance with ACI 318 (-19 and -14) 5.3 or ACI 318-11 9.2, as applicable, governed by steel strength of the insert are tabulated. strength reduction values
correspond to brittle steel elements. The value of f applies when the load combinations of 2021 IBC section 1605.1 or 2018, 2015 and 2012 IBC 1605.2, ACI 318 (-19 or -14) section
5.3 or ACI 318-11 9.2, as applicable, are used in accordance with ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable. If the load combinations of ACI 318-11 Appendix C are used, the
appropriate value of f must be determined in accordance with ACI 318-11 D.4.4.

4. Minimum spacing distance between anchors and minimum edge distances for cast-in headed anchors shall be in accordance with ACI 318-19 17.9, ACI 318-14 17.7 or ACI 318-11 D.8, as applicable and the installation tables for the inserts.

5. 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 for common threaded rod elements.

MECHANICAL ANCHORS

STRENGTH DESIGN INFORMATION

ANCHORS & FASTENERS

Design Information for Wood Knocker II+ and Pan-Knocker II+ Multi Thread Inserts,2,3,4,5

Design Information

Symbol

Units

1/4 & 3/8 Multi (LP)
1/4″ 3/8″

1/4 & 3/8 Multi
1/4″ 3/8″

1/4 & 3/8 & 1/2 Multi
1/4″ 3/8″ 1/2″

3/8 & 1/2 Multi
3/8″ 1/2″

3/8 & 1/2 & 5/8 Multi
3/8″ 1/2″ 5/8″

5/8 & 3/4 Multi
5/8″ 3/4″

outside diameter of the steel insert body

in. (mm)

0.5 (13)

0.7 (18)

1.0 (25)

Insert head net bearing area

Abrg

in2 (mm2)

1.00 (645)

1.20 (762)

1.40 (903)

Effective embedment depth

hef

in. (mm)

1.25 (32)

1.75 (45)

2.25 (57)

STEEL STRENGTH IN TENSION (ACI 318-19 17.6.1, ACI 318-14 17.4.1 or ACI 318-11 Section D.5.1)

steel strength in tension of single insert

Nsa,insert

lb 3,545 6,535 3,085 9,005 3,545 7,515 9,005 9,005 9,005 8,630 (kN) (15.8) (29.1) (13.7) (40.1) (18.1) (33.4) (40.1) (40.1) (40.1) (38.4)

steel strength in tension of single insert, seismic

Nsa,insert,eq

lb (kN)

3,545 6,535 3,085 9,005 3,545 7,515 9,005 9,005 9,005 8,630 (15.8) (29.1) (13.7) (40.1) (18.1) (33.4) (40.1) (40.1) (40.1) (38.4)

reduction factor, steel strength in tension

–

0.65

16,610 (73.9) 16,610 (73.9)
0.65

17,100 (76.1)
17,100 (76.1)

CONCRETE BREAKOUT STRENGTH IN TENSION (ACI 318-19 17.6.2, ACI 318-14 17.4.2 or ACI 318-11 D.5.2)

Effectiveness factor for cracked concrete

–

Modification factor for uncracked concrete

C,N

–

reduction factor, concrete strength in tension

–

24 (for sI use a value of 10) 1.25 0.70

STEEL STRENGTH IN SHEAR (ACI 318-19 17.7.1, ACI 318-14 17.5.1 or ACI 318-11 Section D.6.1)

steel strength in shear of single insert

Vsa,insert,deck

lb (kN)

steel strength in shear of single insert, seismic

Vsa,insert,eq

lb (kN)

reduction factor, steel strength in shear

–

985 2,835 910 4,220 1,775 4,220 7,180 3,475 7,180 3,720 9,410 10,570 10,965 (4.4) (12.6) (4.1) (18.8) (7.9) (18.8) (31.9) (15.5) (31.9) (16.2) (41.9) (47.0 (48.8)
385 625 365 4,220 480 715 7,180 695 7,180 1,080 4,705 10,570 4,385 10,965 (1.7) (2.8) (1.6) (18.8) (2.1) (3.2) (31.9) (3.1) (31.9) (4.8) (20.9) (47.0) (19.1) (48.8)

0.60

CONCRETE BREAKOUT STRENGTH IN SHEAR (ACI 318-19 17.7.2, ACI 318-14 17.5.2 or ACI 318-11 D.6.2) AND PRYOUT STRENGTH IN SHEAR (ACI 318-19 17.7.3, ACI 318-14 17.5.3 or ACI 318-11 D.6.3)

Load bearing length of insert

in. (mm)

1.25 (32)

1.75 (45)

2.25 (57)

reduction factor, concrete strength in shear

–

0.70

Coefficient for pryout strength

kcp

–

reduction factor, pryout strength in shear

–

0.70

1. Concrete must have a compressive strength f ‘c of 2,500 psi minimum. Installation must comply with published instructions.

MECHANICAL ANCHORS

ANCHORS & FASTENERS

STRENGTH DESIGN INFORMATION

Design Information for Wood-Knocker II+ and Pan-Knocker II+ Push-In Thread Inserts1,2,3,4,5

Design Information

Symbol Units

3/8″

1/2″

outside diameter of the steel insert body Insert head plate net bearing area Effective embedment depth

in. (mm)

Abrg

in2 (mm2)

hef

in. (mm)

1.0 (25)
2.0 (1290)
1.7 (43)

1.125 (29)
2.7 (1742)
2.0 (51)

STEEL STRENGTH IN TENSION (ACI 318-19 17.6.1, ACI 318-14 17.4.1 or ACI 318-11 Section D.5.1)

steel strength in tension of single insert steel strength in tension of single insert, seismic reduction factor, steel strength in tension

Nsa,insert

lb (kN)

Nsa,insert,eq

lb (kN)

–

11,265 (50.1)
11,265 (50.1)

17,595 (78.3)
17,595 (7.3)
0.65

CONCRETE BREAKOUT STRENGTH IN TENSION (ACI 318-19 17.6.2, ACI 318-14 17.4.2 or ACI 318-11 D.5.2)

Effectiveness factor for cracked concrete Modification factor for uncracked concrete reduction factor, concrete strength in tension

–

C,N

–

24 (for sI use a value of 10) 1.25 0.70

STEEL STRENGTH IN SHEAR (ACI 318-19 17.7.1, ACI 318-14 17.5.1 or ACI 318-11 Section D.6.1)

steel strength in shear of single insert steel strength in shear of single insert, seismic reduction factor, steel strength in shear

Vsa,insert,deck

lb (kN)

Vsa,insert,eq

lb (kN)

–

3,625 (16.1)
3,625 (16.1)

5,955 (26.5)
5,955 (26.5)
0.60

CONCRETE BREAKOUT STRENGTH IN SHEAR (ACI 318-19 17.7.2, ACI 318-14 17.5.2 or ACI 318-11 D.6.2) AND PRYOUT STRENGTH IN SHEAR (ACI 318-19 17.7.3, ACI 318-14 17.5.3 or ACI 318-11 D.6.3)

Load bearing length of insert
reduction factor, concrete strength in shear Coefficient for pryout strength reduction factor, pryout strength in shear

in. (mm)

1.7 (43)

–

kcp

–

2.0 (51) 0.70 1 0.70

1. Concrete must have a compressive strength f ‘c of 2,500 psi minimum. Installation must comply with published instructions.

3. strength reduction factors for the inserts shall be taken from ACI 318-19 17.5.3, ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, for cast-in headed anchors. strength reduction
factors for load combinations in accordance with ACI 318 (-19 and -14) 5.3 or ACI 318-11 9.2, as applicable, governed by steel strength of the insert are tabulated. strength reduction values
correspond to brittle steel elements. The value of f applies when the load combinations of 2021 IBC section 1605.1 or 2018, 2015 and 2012 IBC 1605.2, ACI 318 (-19 or -14) section 5.3
or ACI 318-11 9.2, as applicable, are used in accordance with ACI 318-19 17.5.3, ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable. If the load combinations of ACI 318-11 Appendix C
are used, the appropriate value of f must be determined in accordance with ACI 318-11 D.4.4.

MECHANICAL ANCHORS

STRENGTH DESIGN INFORMATION

ANCHORS & FASTENERS

Specifications And Physical Properties Of Common Carbon Steel Threaded Rod Elements1

Threaded Rod Specification

Units

Min. Specified Ultimate Strength, Futa

Min. Specified Yield Strength

-Futa

0.2 Percent Offset, Fya

Fya

Elongation Minimum Percent4

Reduction Of Area
Min. Percent

Related Nut Specification5

Carbon steel

AsTM A36/A36M or AsTM F1554 Grade 36
AsTM A193/A193M3 Grade B7

psi (MPa)
psi (MPa)

58,000 (400)
125,000 (860)

36,000 (248)
105,000 (720)

1.61

AsTM A563 Gr. A

(50 for A36) or A194 Grade 2

1.19

AsTM A563 Gr. A or A194 Grade 2

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 Alloy-steel and stainless steel Bolting Materials for High Temperature or High Pressure service and other special Purpose Applications. 4. Based on 2-inch (50 mm) gauge length except for AsTM A36/A36M and AsTM A193, which are based on a gauge length of 4d (drod). 5. 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.

Steel Design Information For Common Threaded Rod Elements Used With Concrete Inserts1,2,3,4

Design Information

Symbol

Units

1/4-inch 3/8-inch 1/2-inch 5/8-inch 3/4-inch

Threaded rod nominal outside diameter

drod

in.

0.250

0.375

0.500

0.625

0.750

(mm)

(6.4)

(9.5)

(12.7)

(15.9)

(19.1)

Threaded rod effective cross-sectional area

Ase

in2 (mm2)

0.032 (21)

0.078 (50)

0.142 (92)

0.226 (146)

0.335 (216)

steel strength in tension of threaded rod

AsTM A36 or

Nsa,rod,A36

lb (kN)

F1554, steel strength in tension of threaded rod, seismic Grade 36

Nsa,rod,eq,A36

lb (kN)

1,855 (8.2)
1,855 (8.2)

4,525 (20.0)
4,525 (20.0)

8,235 (36.6)
8,235 (36.6)

13,110 (58.3)
13,110 (58.3)

19,430 (86.3)
19,430 (86.4)

steel strength in tension of threaded rod

AsTM A193,

Nsa,rod,B7

lb (kN)

Gr. B7 steel strength in tension of threaded rod, seismic

Nsa,rod,eq,B7

lb (kN)

4,000 (17.7)
4,000 (17.7)

9,750 (43.1)
9,750 (43.1)

17,750 (78.9)
17,750 (78.9)

28,250 (125.7)
28,250 (125.7)

41,875 (186.0)
41,875 (186.0)

reduction factor, steel strength in tension

–

0.75

steel strength in shear of threaded

AsTM A36 or

Vsa,rod,A36

lb (kN)

steel strength in shear of threaded rod, seismic

F1554, Grade 36

Vsa,rod,eq,A36

lb (kN)

1,115 (4.9)
780 (3.5)

2,715 (12.1)
1,900 (8.4)

4,940 (22.0)
3,460 (15.4)

7,865 (35.0)
5,505 (24.5)

11,660 (51.9)
8,160 (36.3)

steel strength in shear of threaded rod

AsTM A193,

Vsa,rod,B7

lb (kN)

steel strength in shear of threaded rod, seismic

Gr. B7

Vsa,rod,eq,B7

lb (kN)

2,385 (10.6)
1,680 (7.5)

5,815 (25.9)
4,095 (18.2)

10,640 (7.3)
7,455 (34.2)

16,950 (75.4)
11,865 (52.8)

25,085 (111.6)
17,590 (78.2)

reduction factor, steel strength in shear

–

0.65

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 based on minimum specified strengths and calculated in accordance with ACI 318-11 Eq. (D-2) and Eq. (D-29).
f f f f f f 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 N . sa,insert,eq f f f f f f 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 V . sa,insert,eq
4. strength reduction factors shall be taken from ACI 318-19 17.5.3, ACI 318-14 17.3.3 or ACI 318-11 D.4.3 for steel elements. Condition B is assumed. strength reduction factors for load combinations in accordance with ACI 318 (-19 and -14) section 5.3 or ACI 318-11 section 9.2 governed by steel strength of the threaded rod are taken as 0.75 for tension and 0.65 for shear; values correspond to ductile steel elements. The value of ø applies when the load combinations of 2021 IBC section 1605.1 or 2018, 2015 and 2012 IBC 1605.2, ACI 318 (-19 or -14) section 5.3 or ACI 318-11 section 9.2 are used in accordance with ACI 318-19 17.5.3, ACI 318-14 17.3.3 or ACI 318-11 D.4.3. If the load combinations of ACI 318-11 Appendix C are used, then the appropriate value of ø must be determined in accordance with ACI 318-11 D4.4.

MECHANICAL ANCHORS

ANCHORS & FASTENERS

DESIGN STRENGTH TABLES (SD)

Tension and Shear Design Strengths for Wood-Knocker II+ and Pan-Knocker II+ Single Thread Inserts Installed in Form Poured Concrete and Roof Members – Uncracked Concrete1,2,3,4,5,6,7

Nominal Anchor Diameter (in.)

Embed. Depth
hef (in.)

f’c = 3,000 psi

fNn
Tension (lbs.)

fVn
Shear (lbs.)

Minimum Concrete Compressive Strength

f’c = 4,000 psi

fNn
Tension (lbs.)

fVn
Shear (lbs.)

1/4″ (LP)

1-1/4

1,605

590

1,855

590

3/8″ (LP)

1-1/4

1,605

1,235

1,855

1,425

1/4″

1-3/4

2,665

2,420

3,075

2,795

3/8″

1-3/4

2,665

2,420

3,075

2,795

1/2″

1-3/4

2,665

2,420

3,075

2,795

5/8″

1-3/4

2,665

3,075

3/4″

1-3/4

2,665

3,075

– Anchor Pullout/Pryout strength Controls – Concrete Breakout strength Controls – steel strength Controls

f’c = 6,000 psi

fNn
Tension (lbs.)

fVn
Shear (lbs.)

2,275

590

2,275

1,700

3,765

3,425

3,765

3,425

3,765

3,425

3,765

Tension and Shear Design Strengths for Wood-Knocker II+ and Pan-Knocker II+ Single Thread Inserts Installed in Form Poured Concrete and Roof Members – Cracked Concrete1,2,3,4,5,6,7,8

Nominal Anchor Diameter (in.)

Embed. Depth
hef (in.)

f’c = 3,000 psi

fNn
Tension (lbs.)

fVn
Shear (lbs.)

Minimum Concrete Compressive Strength

f’c = 4,000 psi

fNn
Tension (lbs.)

fVn
Shear (lbs.)

f’c = 6,000 psi

fNn
Tension (lbs.)

fVn
Shear (lbs.)

1/4″ (LP)

1-1/4

1,285

590

1,485

590

1,820

590

3/8″ (LP)

1-1/4

1,285

885

1,485

1,020

1,820

1,250

1/4″

1-3/4

2,130

1,730

2,460

2,000

3,015

2,445

3/8″

1-3/4

2,130

1,730

2,460

2,000

3,015

2,445

1/2″

1-3/4

2,130

1,730

2,460

2,000

3,015

2,445

5/8″

1-3/4

2,130

2,460

3,015

3/4″

1-3/4

2,130

2,460

3,015

– Anchor Pullout/Pryout strength Controls – Concrete Breakout strength Controls – steel strength Controls

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: – No edge distance influence (ca1 1.5hef) and no side-face blowout in tension. – No edge distance (ca1 3hef) or corner distance influence (ca2 1.5ca1) in shear.
2- Calculations were performed following methodology in ACI 318-19 17.5.3, ACI 318 (-19 and -14) Chapter 17 or 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 shall be taken from ACI 318-14 17.3.3 or 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 (-19 and -14) section 5.3 or ACI 318-11 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 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 (-19 and -14) Chapter 17 or 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 (-19 and -14) Chapter 17 or ACI 318-11 Appendix D and information contained in this product supplement. For other design conditions including seismic considerations please see ACI 318 (-19 and -14) Chapter 17 or ACI 318-11 Appendix D.
7- For lightweight concrete, where concrete breakout or anchor pullout/pryout strength controls, the tabulated values must be multiplied by 0.85 for sand-lightweight and 0.75 for all-lightweight, as applicable.
8- For seismic design in accordance with ACI 318, the tabulated tension design strengths for concrete breakout and pullout must be multiplied by a factor of 0.75.

MECHANICAL ANCHORS

DESIGN STRENGTH TABLES (SD)

ANCHORS & FASTENERS

Tension and Shear Design Strengths for Wood-Knocker II+ and Pan-Knocker II+ Multi Thread Inserts Installed in Form Poured Concrete and Roof Members – Uncracked Concrete1,2,3,4,5,6,7

Nominal Anchor Diameter (in.)

Embed. Depth
hef (in.)

f’c = 3,000 psi

fNn
Tension (lbs.)

fVn
Shear (lbs.)

Minimum Concrete Compressive Strength

f’c = 4,000 psi

fNn
Tension (lbs.)

fVn
Shear (lbs.)

f’c = 6,000 psi

fNn
Tension (lbs.)

fVn
Shear (lbs.)

1/4″ (1/4 – 3/8″ Multi LP)

1-1/4

1,605

590

1,855

590

2,275

590

3/8″ (1/4 – 3/8″ Multi LP)

1-1/4

1,605

1,235

1,855

1,425

2,275

1,700

1/4″ (1/4 – 3/8″ Multi)

1-3/4

2,005

545

2,005

545

2,005

545

3/8″ (1/4 – 3/8″ Multi)

1-3/4

2,665

2,420

3,075

2,530

3,765

2,530

1/4″ (1/4 – 3/8 – 1/2″ Multi)

1-3/4

2,305

1,065

2,305

1,065

2,305

1,065

3/8″ (1/4 – 3/8 – 1/2″ Multi)

1-3/4

2,665

2,420

3,075

2,530

3,765

2,530

1/2″ (1/4 – 3/8 – 1/2″ Multi)

1-3/4

2,665

2,420

3,075

2,795

3,765

3,425

3/8″ (3/8 – 1/2″ Multi)

1-3/4

2,665

2,085

3,075

2,085

3,765

2,085

1/2″ (3/8 – 1/2″ Multi)

1-3/4

2,665

2,420

3,075

2,795

3,765

3,425

3/8″ (3/8 – 1/2 – 5/8″ Multi)

2-1/4

3,880

2,230

4,485

2,230

5,490

2,230

1/2″ (3/8 – 1/2 – 5/8″ Multi)

2-1/4

3,880

4,485

5,490

5/8″ (3/8 – 1/2 – 5/8″ Multi)

2-1/4

3,880

4,485

5,490

5/8″ (5/8 – 3/4″ Multi)

2-1/4

3,880

4,485

5,490

3/4″ (5/8 – 3/4″ Multi)

2-1/4

3,880

4,485

5,490

– Anchor Pullout/Pryout strength Controls – Concrete Breakout strength Controls – steel strength Controls

Tension and Shear Design Strengths for Wood-Knocker II+ and Pan-Knocker II+ Multi Thread Inserts Installed in Form Poured Concrete and Roof Members – Cracked Concrete1,2,3,4,5,6,7,8

Nominal Anchor Diameter (in.)

Embed. Depth
hef (in.)

f’c = 3,000 psi

fNn
Tension (lbs.)

fVn
Shear (lbs.)

Minimum Concrete Compressive Strength

f’c = 4,000 psi

fNn
Tension (lbs.)

fVn
Shear (lbs.)

f’c = 6,000 psi

fNn
Tension (lbs.)

fVn
Shear (lbs.)

1/4″ (1/4 – 3/8″ Multi LP)

1-1/4

1,285

590

1,485

590

1,820

590

3/8″ (1/4 – 3/8″ Multi LP)

1-1/4

1,285

885

1,485

1,020

1,820

1,250

1/4″ (1/4 – 3/8″ Multi)

1-3/4

2,005

545

2,005

545

2,005

545

3/8″ (1/4 – 3/8″ Multi)

1-3/4

2,130

1,730

2,460

2,000

3,015

2,445

1/4″ (1/4 – 3/8 – 1/2″ Multi)

1-3/4

2,130

1,065

2,305

1,065

2,305

1,065

3/8″ (1/4 – 3/8 – 1/2″ Multi)

1-3/4

2,130

1,730

2,460

2,000

3,015

2,445

1/2″ (1/4 – 3/8 – 1/2″ Multi)

1-3/4

2,130

1,730

2,460

2,000

3,015

2,445

3/8″ (3/8 – 1/2″ Multi)

1-3/4

2,130

1,730

2,460

2,000

3,015

2,085

1/2″ (3/8 – 1/2″ Multi)

1-3/4

2,130

1,730

2,460

2,000

3,015

2,445

3/8″ (3/8 – 1/2 – 5/8″ Multi)

2-1/4

3,105

2,230

3,585

2,230

4,390

2,230

1/2″ (3/8 – 1/2 – 5/8″ Multi)

2-1/4

3,105

2,895

3,585

3,340

4,390

4,090

5/8″ (3/8 – 1/2 – 5/8″ Multi)

2-1/4

3,105

2,895

3,585

3,340

4,390

4,090

5/8″ (5/8 – 3/4″ Multi)

2-1/4

3,105

2,895

3,585

3,340

4,390

4,090

3/4″ (5/8 – 3/4″ Multi)

2-1/4

3,105

2,895

3,585

3,340

4,390

4,090

– Anchor Pullout/Pryout strength Controls – Concrete Breakout strength Controls – steel strength Controls

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: – No edge distance influence (ca1 1.5hef) and no side-face blowout in tension. – No edge distance (ca1 3hef) or corner distance influence (ca2 1.5ca1) in shear.
2- Calculations were performed following methodology in ACI 318 (-19 and -14) Chapter 17 or 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 shall be taken from ACI 318-19 17.5.3, ACI 318-14 17.3.3 or 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 (-19 and -14) section 5.3 or ACI 318-11 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 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 (-19 and -14) Chapter 17 or 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 (-19 and -14) Chapter 17 or ACI 318-11 Appendix D and information contained in this product supplement. For other design conditions including seismic considerations please see ACI 318 (-19 and -14) Chapter 17 or ACI 318-11 Appendix D.
7- For lightweight concrete, where concrete breakout or anchor pullout/pryout strength controls, the tabulated values must be multiplied by 0.85 for sand-lightweight and 0.75 for all-lightweight, as applicable.
8- For seismic design in accordance with ACI 318, the tabulated tension design strengths for concrete breakout and pullout must be multiplied by a factor of 0.75.

MECHANICAL ANCHORS

ANCHORS & FASTENERS

DESIGN STRENGTH TABLES (SD)

Tension and Shear Design Strengths for Wood-Knocker II+ and Pan-Knocker II+ Push-In Thread Inserts Installed in Form Poured Concrete and Roof Members – Uncracked Concrete1,2,3,4,5,6,7

Nominal Anchor Diameter (in.)

Embed. Depth
hef (in.)

f’c = 3,000 psi

fNn
Tension (lbs.)

fVn
Shear (lbs.)

Minimum Concrete Compressive Strength

f’c = 4,000 psi

fNn
Tension (lbs.)

fVn
Shear (lbs.)

f’c = 6,000 psi

fNn
Tension (lbs.)

fVn
Shear (lbs.)

3/8″ Push-In

1.70

2,550

2,175

2,945

2,175

3,605

2,175

1/2″ Push-In

2.00

3,255

3,755

3,575

4,600

3,575

– Anchor Pullout/Pryout strength Controls – Concrete Breakout strength Controls – steel strength Controls

Tension and Shear Design Strengths for Wood-Knocker II+ and Pan-Knocker II+ Push-In Thread Inserts Installed in Form Poured Concrete and Roof Members – Cracked Concrete1,2,3,4,5,6,7,8

Nominal Anchor Diameter (in.)

Embed. Depth
hef (in.)

f’c = 3,000 psi

fNn
Tension (lbs.)

fVn
Shear (lbs.)

Minimum Concrete Compressive Strength

f’c = 4,000 psi

fNn
Tension (lbs.)

fVn
Shear (lbs.)

f’c = 6,000 psi

fNn
Tension (lbs.)

fVn
Shear (lbs.)

3/8″ Push-In

1.70

2,040

2,355

2,175

2,885

2,175

1/2″ Push-In

2.00

2,605

3,005

3,680

3,575

– Anchor Pullout/Pryout strength Controls – Concrete Breakout strength Controls – steel strength Controls

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: – No edge distance influence (ca1 1.5hef) and no side-face blowout in tension. – No edge distance (ca1 3hef) or corner distance influence (ca2 1.5ca1) in shear.
2- Calculations were performed following methodology in ACI 318 (-19 and -14) Chapter 17 or 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 shall be taken from ACI 318-19 17.5.3, ACI 318-14 17.3.3 or 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 (-19 and -14) section 5.3 or ACI 318-11 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 (-19 and -14) Chapter 17 or 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 (-19 and -14) Chapter 17 or ACI 318-11 Appendix D and information contained in this product supplement. For other design conditions including seismic considerations please see ACI 318 (-19 and -14) Chapter 17 or ACI 318-11 Appendix D.
7- For lightweight concrete, where concrete breakout or anchor pullout/pryout strength controls, the tabulated values must be multiplied by 0.85 for sand-lightweight and 0.75 for all-lightweight, as applicable.
8- For seismic design in accordance with ACI 318, the tabulated tension design strengths for concrete breakout and pullout must be multiplied by a factor of 0.75.

Tension and Shear Design Strength of Steel Elements (Steel Strength)1,2,3,4

Steel Elements – Threaded Rod

Nominal Rod Diameter (in.)

fNsa,rod
Tension (lbs.)

ASTM A36

fVsa,rod
Shear (lbs.)

ASTM A193 Grade B7
fNsa,rod
Tension (lbs.)

fVsa,rod
Shear (lbs.)

1/4

1,390

720

3,000

1,550

3/8

3,395

1,750

7,315

3,780

1/2

6,175

3,210

13,315

6,915

5/8

9,835

5,115

21,190

11,020

3/4

14,550

7,565

31,405

16,305

– steel strength Controls

f f 1. steel tensile design strength according to ACI 318 Appendix D and ACI 318 Chapter 17, Nsa = · 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.
f f 3. steel shear design strength according to ACI 318 Appendix D and ACI 318 Chapter 17, Vsa = · 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.

ORDERING INFORMATION

MECHANICAL ANCHORS

ORDERING INFORMATION

Wood-Knocker®II+ Form Insert (UNC internal thread)

Cat. No.

Description

PFM2500014 PFM2500038 PFM2521100 PFM2521150

1/4″ Wood-Knocker II+ LP (Low Profile) 3/8″ Wood-Knocker II+ LP (Low Profile)
1/4″ Wood-Knocker II+ 3/8″ Wood-Knocker II+

PFM2521200

1/2″ Wood-Knocker II+

PFM2521250

5/8″ Wood-Knocker II+

PFM2521300

3/4″ Wood-Knocker II+

PFM2501438 PFM2521438 PFM2521350 PFM253143812 PFM253381258 PFM2525834

1/4-3/8″ Wood-Knocker II+ Multi LP (Low Profile) 1/4-3/8″ Wood-Knocker II+ Multi 3/8-1/2″ Wood-Knocker II+ Multi
1/4-3/8-1/2″ Wood-Knocker II+ Multi 3/8-1/2-5/8″ Wood-Knocker II+ Multi
5/8-3/4″ Wood-Knocker II+ Multi

PFM2610038

3/8″ Wood-Knocker II+ Push-In Thread

PFM2610012

1/2″ Wood-Knocker II+ Push-In Thread

Inserts are color coded to easily identify location, type and sizes of the internal diameters.

Color Code Brown Green Brown Green Yellow red Purple
White White Gray Aqua orange Black
Green Yellow

Pack Qty. 100 100 100 100 100 100 100
100 100 100 100 50 50
50 50

Wood-Knocker II+ Installation Accessories and Tools

Cat. No.

Description

PFM3612000

Wood-Knocker II+ Installation Tool

DWHT51439

16oz steel Curve Claw Hammer

The Wood-Knocker II+ installation tool features a magnetic end to help hold the insert and assist in placement.

Pack Qty. 1 1

Pan-Knocker II+ Form Insert (UNC internal thread)

Cat. No.

Description

PFM2501438NN

1/4-3/8″ Pan-Knocker II+ Multi LP (Low Profile)

PFM253143812NN

1/4-3/8-1/2″ Pan-Knocker II+ Multi

PFM253381258NN

3/8-1/2-5/8″ Pan-Knocker II+ Multi

PFM2525834NN

5/8-3/4″ Pan-Knocker II+ Multi

Color Code White Aqua orange Black

PFM2610038NN

3/8″ Pan-Knocker II+ Push-In Thread

Green

PFM2610012NN

1/2″ Pan-Knocker II+ Push-In Thread

Yellow

Pan-Knocker II+ form inserts must be mounted (e.g. screwed, pinned) to the form work. Fasteners are not included.

Pack Qty. 100 100 100 100
50 50

Pan-Knocker II+ Cordless Concrete Nailer Installation Tool and Pins

Cat. #

Description

Pack Qty.

DCN891P2

20V Max* Cordless Concrete Nailer Kit

Cat. #

Shank Dia. in.

Step Dia. in.

Length in.

Knurl (K)

Finish

Pack Qty.

DCN8907804 0.102″

0.088″

0.780″

Yes

Zinc

1000

Fasteners have a head diameter of .250″ and are zinc plated in accordance with AsTM B695, Class 5.

Carton Qty. –
Carton Qty. 6000

Pan-Knocker II+ Gas Fastening Nailer Installation Tool and Pins

Cat. #

Description

Pack Qty.

55142-PWr

Trak-It C5 Tool W/Deep Track (1-1/4″ Pin)

Cat. #

Shank Dia. in.

Step Dia. in.

Length in.

Knurl (K)

Finish

Pack Qty.

55330-PWr 0.120″

0.102″

0.730″

Yes

Zinc

800

55342-PWr 0.102″

0.088″

0.780″

Yes

Zinc

800

Fasteners have a head diameter of .250″ and are zinc plated in accordance with AsTM B695, Class 5.

Carton Qty. –
Carton Qty.
4000 4000

Push-In Thread Couplers

Cat. No.

Description

Pack Qty.

PFM3613038

3/8″-16 Coupler Push-In Thread

PFM3613012

1/2″-13 Coupler Push-In Thread

Push-In couplers have one end that does not require turning threaded rod elements during installation which can be ideal for applications such as mounting prefabricated hardware and hanger assemblies.

ANCHORS & FASTENERS

Dewalt Wood Knocker Ii+ Pan-knocker Ii Instruction Manual

Wood Knocker II+ Pan-Knocker II

Documents / Resouces

Related Manuals