DEWALT WOOD-KNOCKER II+ Cast In Place Concrete Inserts Instruction Manual

ANCHORS & FASTENERS
Mechanical anchors
WOOD-KNOCKER® II+ AND PAN-KNOCKER™ II+
Concrete Inserts

GENERAL INFORMATION

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.
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.

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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)
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WOOD-KNOCKER II+ FORM INSERT PUSH-IN THREAD| PAN-KNOCKER II+ FORM INSERT PUSH- IN THREAD

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

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

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) in accordance with UL 2043; as referenced by UL 203 for pipe hanger equipment
• FM Approvals (Factory Mutual), Class Numbers 1951, 1952, 1953 for pipe hanger components – see FM Approval Guide

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.

MATERIAL SPECIFICATIONS

Wood-Knocker II+ and Pan-Knocker II+

Material Properties for Common Threaded Rods

Description| Steel Specification
(ASTM)| Threaded Rod Diameter (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| 53.0
High Strength
Carbon Steel| A193,
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

---|---|---
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).

ATTACH

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

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).

ATTACH

Step 4
Guide threaded rod/bolt through plastic thread seal cover. Push in until steel element is fully seated. Attach fixtures as applicable.
Note: for UL listing a nut must be installed snug against the insert.

Installation Instructions for Pan-Knocker II+ Thread-In

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
After formwork removal, remove pins or screws as necessary (e.g. flush mounted fixtures).

ATTACH

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

Installation Instructions for Pan-Knocker II+ Push-In

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
After formwork removal, remove
pins or screws as necessary (e.g. flush mounted fixtures).

ATTACH

Step 4
Guide threaded rod/bolt through plastic thread seal cover. Push in until steel element is fully seated. Attach fixtures as applicable.
Note: for UL listing a nut must be installed snug against the insert.

INSTALLATION SPECIFICATIONS

Wood-Knocker II+ Inserts for Form Pour Concrete

Pan-Knocker II+ Inserts for Form Pour Concrete

Installation Specifications for Wood-Knocker II+ and Pan-Knocker II+ Single Thread Inserts 1

Installation Specifications for Wood-Knocker II+ and Pan-Knocker II+ Multi Thread Inserts 1

Installation Specifications for Wood-Knocker II+ and Pan-Knocker II+ Push- In Thread Inserts 1

Insert Dimension / Property| Symbol| Units| Nominal Rod/Anchor Size
---|---|---|---
3/8″| 1/2″
Outside diameter of steel insert body| da| in.
(mm)| 1.0
(25)| 1.125
(29)
Insert head plate diameter| dhp| in.
(mm)| 1.9
(48)| 2.2
(56)
Plastic sleeve diameter| ds| in.
(mm)| 2-3/8
(60)| 2-3/8
(60)
Nominal embedment depth| hnom| in.
(mm)| 1-7/8
(48)| 2-3/16
(56)
Effective embedment depth| her| in.
(mm)| 1.7
(43)| 2.0
(56)
Minimum member thickness| hmin| in.
(mm)| 3-1/2
(89)| 3-1/2
(89)
Minimum spacing distance| Smin| in.
(mm)| 4da| 4da
Minimum edge distance| Cmin| in.
(mm)| 0.5dhp + 3/4
(19)| 0.5dhp + 3/4
(19)
Insert head plate thickness| trip| in.
(mm)| 3/16
(5)| 3/16
(5)
UNC internal thread size| –| TPI| 3/8/16| 1/2/13
Approx. internal thread length| | in.| 5/8| 11/16
Approx. gap between plastic sleeve opening and start of internal thread, after setting| _| in.| 3/4| 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

PERFORMANCE DATA (ASD)

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

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 α = 1.20.3 + 1.60.7 = 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

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 α = 1.20.3 + 1.60.7 = 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

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.

STRENGTH DESIGN INFORMATION

Design Information For Wood Knocker II+ and Pan-Knocker II+ Single Thread Inserts 1,2,3,4,5

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 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 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 Ø 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.

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

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 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 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 Ø 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.

Design Information for Wood-Knocker II+ and Pan-Knocker II+ Push-In Thread Inserts 1,2,3,4,5

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 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 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  Ø 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.

Specifications And Physical Properties Of Common Carbon Steel Threaded Rod Elements 1

Threaded Rod Specification| Units| Min. Specified Ultimate Strength,
Fs,| Min. Specified Yield Strength
0.2 Percent Offset, Fr,| a 1 ii| Elongation
Minimum
Percent| Reduction
Of Area
Min. Percent| Related Nut Specification
---|---|---|---|---|---|---|---
Carbon
Steel| ASTM A36/A36M or
ASTM F1554 Grade 36| psi
(MPa)| 58,000
(400)| 36,000
(248)| 2.| 23| 40
(50 for A36)| ASTM A563 Gr. A
or A194 Grade 2
ASTM A193/A193M’
Grade B7| psi
(MPa)| 125,000
(860)| 105,000
(720)| 1.| 16| 50| 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 Inserts 1,2,3,4

Design Information| SPnbol| Wits| 1/4-inch| 3/8-inch| 1/2-inch| 5/8-inch| 3/4-inch
---|---|---|---|---|---|---|---
Threaded rod nominal outside diameter| dreg| in.
(mm)| 0.250
(6.4)| 0.375
(9.5)| 0.500
(12.7)| 0.625
(15.9)| 0.750
(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 F1554,
Grade 36| Nsapd A36| lb
(KN)| 1,855
(8.2)| 4,525
(20.0)| 8,235
(36.6)| 13,110
(58.3)| 19,430
(86.3)
Steel strength in tension of threaded rod, seismic| i, itvoi,e036|  lb
(KN)| 1,855
(8.2)| 4,525
(20.0)| 8,235
(36.6)| 13,110
(58.3)| 19,430
(86.4)
Steel strength in tension of threaded rod| ASTM A193,
Gr. B7| Nsa,rod,B7|  lb
(KN)| 4,000
(17.7)| 9,750
(43.1)| 17,750
(78.9)| 28,250
(125.7)| 41,875
(186.0)
Nsa,rod,eq,B7|  lb
(KN)| 4,000
(17.7)| 9,750
(43.1)| 17,750
(78.9)| 28,250
(125.7)| 41,875
(186.0)
Steel strength in tension of threaded rod, seismic
Reduction factor, steel strength in tension| Ø| –| 0.75
Steel strength in shear of threaded| ASTM A36
or
F1554,
Grade 36| v
• sa,rod,A36|  lb
(KN)| 1,115
(4.9)| 2,715
(12.1)| 4,940
(22.0)| 7,865
(35.0)| 11,660
(51.9)
Steel strength in shear of threaded rod, seismic| Vsairod,e036|  lb
(KN)| 780
(3.5)| 1,900
(8.4)| 3,460
(15.4)| 5,505
(24.5)| 8,160
(36.3)
Steel strength in shear of threaded rod| ASTM A193,
Gr. B7| Vsa,rod,B7|  lb
(KN)| 2,385
(10.6)| 5,815
(25.9)| 10,640
(7.3)| 16,950
(75.4)| 25,085
(111.6)
Steel strength in shear of threaded rod, seismic| Vsa,rod,eq,B7|  lb
(KN)| 1,680
(7.5)| 4,095
(18.2)| 7,455
(34.2)| 11,865
(52.8)| 17,590
(78.2)
Reduction factor, steel strength in shear| Ø| –| 0.65

For sI: 1 inch = 25.4 mm, 1 pound = 0.00445 kN, 1 in 2 = 645.2 mm 2 . 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. Ø Nsa shall be the lower of the Ø Nsa,rod or Ø Nsa,insert for static steel strength in tension; for seismic loading Ø Nsa,eq shall be the lower of the Ø Nsa,rod,eq or Ø Nsa,insert,eq.
3. Ø Vsa shall be the lower of the Ø Vsa,rod or Ø Vsa,insert for static steel strength in tension; for seismic loading Ø Vsa,eq shall be the lower of the Ø Vsa,rod,eq or Ø Vsa,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.

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 Concrete 1,2,3,4,5,6,7

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 Concrete 1,2,3,4,5,6,7,8

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.

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 Concrete 1,2,3,4,5,6,7

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 Concrete 1,2,3,4,5,6,7,8

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.

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 Concrete 1,2,3,4,5,6,7

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 Concrete 1,2,3,4,5,6,7,8

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

1. steel tensile design strength according to ACI 318 Appendix D and ACI 318 Chapter 17, Ø Nsa = Ø • 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 and ACI 318 Chapter 17, Ø Vsa = Ø • 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

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

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

Wood-Knocker II+ Installation Accessories and Tools

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

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

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

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

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

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

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

Push-In Thread Couplers

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.

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Documents / Resources

| DEWALT WOOD-KNOCKER II+ Cast In Place Concrete Inserts [pdf] Instruction Manual
WOOD-KNOCKER II, WOOD-KNOCKER II Cast In Place Concrete Inserts, Cast In Place Concrete Inserts, Concrete Inserts, Inserts
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