Product Submittal/Substitution Request

Product Submittal/Substitution Request TO: PROJECT: PROJECT LOCATION: SPECIFIED ITEM: Section Page Paragraph Description PRODUCT SUBMIT TAL / SUBSTITUTION REQUESTED: The attached submittal package includes the product description, specifications, drawings, and performance data for use in the evaluation of the request. SUBMITTED B Y: Name: Signature: Company: Address: Date: Telephone: Fax: 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: Remarks: Questions or inquiries? Contact us at engineering@powers.com, or call 1.800.54.344 015 Powers Fasteners 1

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-357 (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) 54-344.

General Information Mechanical Anchors 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. 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. 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. Section contents General Information...1 Anchor Materials...1 Material Specifications... Installation Instructions... Installation Specifications...3 Reference Data (ASD)...4 Strength Design (SD)... Ordering Information...11 Bang-It Steel Deck Insert TECH MANUAL Mechanical Anchors 015 POWERS Volume 1 rev. e General Applications And Uses Hanging Pipe and Sprinkler Systems HVAC Ductwork and Strut Channels Suspending Trapeze and Cable Trays Mechanical Unit Overhead Utilities Conduit and Lighting System Seismic Loading and Cracked Concrete Features And Benefits + + 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 Approvals And Listings International Code Council, Evaluation Service (ICC-ES), ESR-357 for concrete. Approved for seismic and wind loading (all diameters) Code compliant with the 01 IBC, 01 IRC, 009 IBC, 009 IRC, 00 IBC and 00 IRC Tested in accordance with ASTM E 488 and ICC-ES AC44 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. EX189, see listing for sizes. Also UL listed and recognized for use in air handling spaces. FM Approvals (Factory Mutual) File No. J.I. 3015153 Guide Specifications CSI Divisions: 03 15 19 - Cast-In Concrete Anchors and 03 1 00 - Concrete Anchors. Concrete inserts shall be Bang-It and/or Wood-Knocker as supplied by Powers Fasteners, Inc., Brewster, NY. Wood-Knocker Wood Form Insert Anchor Materials Carbon Steel and Engineered Plastic Rod/Anchor Size Range (TYP.) 1/4" to 3/4" threaded rod for Bang-It Concrete Inserts 1/4" to 3/4" threaded rod for Wood-Knocker Concrete Inserts Suitable Base Materials Normal-Weight Concrete Lightweight Concrete TENSION ZONE C R A C K E D C O N C R E T E Q U A S E I SMI C L I F REG I ON T I C A Code listed ICC-ES ESR-357 Concrete I O N This Product Available In Powers Design Assist Real-Time Anchor Design Software www.powersdesignassist.com 1 www.powers.com 3

Material Specifications Material Specifications Bang-It Anchor Component Insert Body Flange Spring Protective Sleeve Zinc Plating Component Material AISI 1008 Carbon Steel or equivalent AISI 1008 Carbon Steel or equivalent Steel Music Wire Engineered Plastic ASTM B 33 (Fe/Zn5) M Plating requirements for Mild Service Condition Material Properties for Threaded Rod Steel Description Steel Specification (ASTM) Rod Diameter (inch) Wood-Knocker Anchor Component Insert Body Flange Zinc Plating Component Material AISI 1008 Carbon Steel or equivalent Engineered Plastic ASTM B 33 (Fe/Zn5) M plating requirements for mild service condition Minimum Yield Strength, fy (ksi) Minimum Ultimate Strength, fu (ksi) Standard carbon rod A 3 or A 307, Grade C 1/4 to 3/4 3.0 58.0 High strength carbon rod A 193, Grade B7 1/4 to 3/4 105.0 15.0 Allowable Steel Strength for Threaded Rod Anchor Diameter d 1/4 (.4) 3/8 (9.5) 1/ (1.7) 5/8 (15.9) 3/4 (19.1) Nominal Area of Rod (mm ) 0.0491 (1.) 0.1104 (.8) 0.193 (5.0) 0.308 (7.8) 0.4418 (11.) ASTM A3 940 (4.),115 (9.5) 3,755 (1.9) 5,870 (.4) 8,455 (38.0) 1. Allowable tension = fu (Anom) (0.33); Allowable shear = fu (Anom) (0.17) Installation Instructions Allowable ASTM A307 Grade C 940 (4.),115 (9.5) 3,755 (1.9) 5,870 (.4) 8,455 (38.0) ASTM A193 Grade B7,10 (9.7) 4,375 (19.7) 7,775 (35.0) 1,150 (54.7) 17,495 (78.7) ASTM A3 485 (.) 1,090 (4.9) 1,940 (8.7) 3,05 (13.) 4,355 (19.) Installation Instructions for Bang-It Create Hole Position Prepare Attach Step 1 Cut (e.g. drill/punch) a hole in the steel deck to the hole size required by the insert. Step Place the plastic sleeve of the insert through hole in steel deck. Step 3 Step on or impact the insert head to engage. Optionally, base plate of insert can also be screwed to steel deck. Installation Instructions for Wood-Knocker Position Drive Prepare Attach Step 1 Position insert on formwork nails down. Step Drive insert down until flush with the form. Step 3 After formwork removal, remove nails as necessary (e.g. flush mounted fixtures). Allowable ASTM A307 Grade C 485 (.) 1,090 (4.9) 1,940 (8.7) 3,05 (13.) 4,355 (19.) ASTM A193 Grade B7 1,030 (4.),55 (10.1) 4,055 (18.),0 (8.) 9,010 (40.5) Step 4 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). Step 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). TECH MANUAL Mechanical Anchors 015 POWERS Volume 1 rev. e Mechanical Anchors 4 www.powers.com

Material Specifications Material Specifications Bang-It Anchor Component Insert Body Flange Spring Protective Sleeve Zinc Plating Component Material AISI 1008 Carbon Steel or equivalent AISI 1008 Carbon Steel or equivalent Steel Music Wire Engineered Plastic ASTM B 33 (Fe/Zn5) M Plating requirements for Mild Service Condition Material Properties for Threaded Rod Steel Description Steel Specification (ASTM) Rod Diameter (inch) Wood-Knocker Anchor Component Insert Body Flange Zinc Plating Component Material AISI 1008 Carbon Steel or equivalent Engineered Plastic ASTM B 33 (Fe/Zn5) M plating requirements for mild service condition Minimum Yield Strength, fy (ksi) Minimum Ultimate Strength, fu (ksi) Standard carbon rod A 3 or A 307, Grade C 1/4 to 3/4 3.0 58.0 High strength carbon rod A 193, Grade B7 1/4 to 3/4 105.0 15.0 Allowable Steel Strength for Threaded Rod Anchor Diameter d 1/4 (.4) 3/8 (9.5) 1/ (1.7) 5/8 (15.9) 3/4 (19.1) Nominal Area of Rod (mm ) 0.0491 (1.) 0.1104 (.8) 0.193 (5.0) 0.308 (7.8) 0.4418 (11.) ASTM A3 940 (4.),115 (9.5) 3,755 (1.9) 5,870 (.4) 8,455 (38.0) 1. Allowable tension = fu (Anom) (0.33); Allowable shear = fu (Anom) (0.17) Installation Instructions Allowable ASTM A307 Grade C 940 (4.),115 (9.5) 3,755 (1.9) 5,870 (.4) 8,455 (38.0) ASTM A193 Grade B7,10 (9.7) 4,375 (19.7) 7,775 (35.0) 1,150 (54.7) 17,495 (78.7) ASTM A3 485 (.) 1,090 (4.9) 1,940 (8.7) 3,05 (13.) 4,355 (19.) Installation Instructions for Bang-It Create Hole Position Prepare Attach Step 1 Cut (e.g. drill/punch) a hole in the steel deck to the hole size required by the insert. Step Place the plastic sleeve of the insert through hole in steel deck. Step 3 Step on or impact the insert head to engage. Optionally, base plate of insert can also be screwed to steel deck. Installation Instructions for Wood-Knocker Position Drive Prepare Attach Step 1 Position insert on formwork nails down. Step Drive insert down until flush with the form. Step 3 After formwork removal, remove nails as necessary (e.g. flush mounted fixtures). Allowable ASTM A307 Grade C 485 (.) 1,090 (4.9) 1,940 (8.7) 3,05 (13.) 4,355 (19.) ASTM A193 Grade B7 1,030 (4.),55 (10.1) 4,055 (18.),0 (8.) 9,010 (40.5) Step 4 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). Step 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). TECH MANUAL Mechanical Anchors 015 POWERS Volume 1 rev. e Mechanical Anchors 5 www.powers.com

Installation Specifications Mechanical Anchors Installation Specifications Wood-Knocker Cast-In-Place Inserts for Form Pour Concrete.0 A A Head Plate Plastic Sleeve Nail φ1.50" Internal Thread 1/4", 3/8", or 1/" WOOD KNOCKER Thread Size Marking SECTION A-A φ1.75" Internal Thread 5/8" or 3/4" WOOD KNOCKER Thread Size Marking SECTION A-A Bang-It Cast-In-Place Inserts for Concrete Filled Steel Deck Floor and Roof Assemblies.0 A Base Plate A Head Plate 1.50" 1.50" BANG-IT Plastic Sleeve φ1.50" Internal Thread 1/4", 3/8", or 1/" Thread Size Marking SECTION A-A φ1.75" Internal Thread 5/8" or 3/4" BANG-IT Thread Size Marking SECTION A-A Bang-It Nominal Rod/Anchor Size Dimension Notation 1/4" 3/8" 1/" 5/8" 3/4" Metal Hole Saw Diameter () dbit 13/1 or 7/8 1-3/1 or 1-1/4 Metal Hole Saw Drilling Speed (rpm) - 700-900 700-900 700-900 500-700 500-700 Height of Spring () hs 1-7/8 1-7/8 1-7/8 1-7/8 1-7/8 Insert Thread Length () - 3/8 5/8 11/1 15/1 1-1/8 Length of Sleeve () lsl 3-3/8 3-3/8 3-3/8 3-3/8 3-3/8 Thread Size, UNC - 1/4-0 3-3/8 1/-13 5/8-11 3/4-10 Overall Length () l 5-7/1 5-7/1 5-7/1 5-7/1 5-7/1 Steel Flange Thickness () tsh 1/8 1/8 1/8 1/8 1/8 h s l sl t sh l Wood-Knocker Nominal Rod/Anchor Size Dimension Notation 1/4" 3/8" 1/" 5/8" 3/4" Insert Thread Length () - 3/8 5/8 11/1 15/1 1-1/8 Plastic Flange Dia. () dpf 1-3/8 1-3/8 1-3/8 1-5/8 1-5/8 Plastic Flange Thickness () - 7/4 7/4 7/4 7/4 7/4 Thread Size, UNC - 1/4-0 3/8-1 1/-13 5/8-11 3/4-10 Overall Length () l Break-Off Nail Length () ln 3/4 3/4 3/4 3/4 3/4 Steel Flange Thickness () tsh 1/8 1/8 1/8 1/8 1/8 d pf t sh TECH MANUAL Mechanical Anchors 015 POWERS Volume 1 rev. e 3 www.powers.com

Reference Data (ASD) Reference Data (ASD) Ultimate and Allowable Load Capacities for Bang-It Inserts Installed in Sand-Lightweight Concrete or Nominal Weight over Steel Deck 1,,3 Rod/Insert Diameter d 1/4 (.4) 3/8 (9.5) 1/ (1.7) 5/8 (15.9) 3/4 (19.1) Nominal Embedment Depth hv Flute Location in Deck Upper Lower Upper Lower Upper Lower Upper Lower Upper Lower Insert Spacing End Distance Ultimate Load 4,450 (0.0) 3,30 (14.9) 5,750 (5.9) 3,30 (14.9) 7,110 (3.0) 3,30 (14.9) 8,810 (39.) 3,90 (17.8) 8,810 (39.) 3,90 (17.8) f c 3,000 psi (0.7 MPa),500 (11.3),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.) 830 (3.7),370 (10.7) 830 (3.7),935 (13.) 990 (4.5),935 (13.) 990 (4.5) 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.. 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/" 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 inches. When the insert are spaced " center-to-center across the flute the insert tension capacity must be reduced by 40 percent. When the insert are spaced " 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 inches. When the insert are spaced " center-to-center across the flute the insert tension capacity must be reduced by 30 percent. When the insert are spaced " center-to-center along the flute the insert tension capacity must be reduced by 35 percent. M 3" SAND-LIGHTWEIGHT CONCRETE OR NORMAL WEIGHT CONCRETE OVER STEEL DECK (MINIMUM 3,000 PSI) M 1" " Clearance M Lower Flute (Ridge) M 1" Upper Flute (Valley) Protective Sleeve Bang-It Insert (Typ) Threaded Rod (Typ) 3" Steel Deck No. 0 Gage M Allowable Load 835 (3.8) 5 (.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) TECH MANUAL Mechanical Anchors 015 POWERS Volume 1 rev. e Mechanical Anchors 7 www.powers.com 4

Reference Data (ASD) Mechanical Anchors Ultimate and Allowable Load Capacities for Wood-Knocker Inserts Installed in Normal-Weight Concrete 1,,3 Rod/Insert Diameter d 1/4 (.4) 3/8 (9.5) 1/ (1.7) 5/8 (15.9) 3/4 (19.1) Nominal Embedment Depth hv Insert Spacing End Distance Minimum Concrete Compressive Strength (f c) 3,000 psi (0.7 MPa) 4,500 psi (31.1 MPa) Ultimate Load Allowable Load Ultimate Load Allowable Load 3,70 (1.7) 4,80 (1.7) 4,80 (1.7) 4,50 (0.9) 4,50 (0.9) 1,490 (.9) 5,330 (4.0) 7,400 (33.3) 11,30 (51.1) 11,30 (51.1) 1,40 (5.) 1,05 (7.) 1,05 (7.) 1,550 (7.0) 1,550 (7.0) 1. Allowable load capacities listed are calculated using an applied safety factor of 3.0.. The allowable working load must be the lesser of the insert capacity or the steel strength of the threaded rod. 3. Linear interpolation may be used to determine ultimate loads for intermediate compressive strengths. 495 (.) 1,775 (8.0),45 (11.1) 3,785 (17.0) 3,785 (17.0) 4,50 (19.1) 7,190 (3.4) 7,190 (3.4) 8,440 (38.0) 7,350 (33.1) 1,10 (7.) 5,0 (5.3) 8,590 (38.7) 13,010 (58.3) 14,590 (5.9) 1,415 (.4),395 (10.8),395 (10.8),815 (1.7),450 (11.0) 535 (.4) 1,875 (8.4),85 (1.9) 4,335 (19.5) 4,85 (1.9) Ultimate and Allowable Load Capacities for Wood-Knocker Inserts Installed in Sand-Lightweight Concrete or Normal-Weight Concrete 1, Rod/Insert Diameter d 1/4 (.4) 3/8 (9.5) 1/ (1.7) 5/8 (15.9) 3/4 (19.1) Nominal Embedment Depth hv Insert Spacing End Distance 3,570 (15.9) 4,70 (19.) 4,70 (19.) 4,00 (0.7) 4,00 (0.7) 1. Allowable load capacities listed are calculated using an applied safety factor of 3.0.. The allowable working load must be the lesser of the insert capacity or the steel strength of the threaded rod. f c 3,000 psi (0.7 MPa) Ultimate Load Allowable Load 1,380 (.1) 5,80 (3.8) 7,180 (3.3) 7,590 (34.) 7,590 (34.) 1,190 (5.3) 1,45 (.4) 1,45 (.4) 1,535 (.9) 1,535 (.9) 40 (.0) 1,70 (7.9),395 (10.8),530 (11.4),530 (11.4) " " M 3-1/4" " TECH MANUAL Mechanical Anchors 015 POWERS Volume 1 rev. e Wood-Knocker Insert (Typ) Threaded Rod (Typ) 5 www.powers.com 8

Strength Design (SD) Strength Design (SD) Wood-Knocker Insert Design Information 1,,3,4,5,,7 Design Information Symbol Units 1/4-inch 3/8-inch 1/-inch 5/8-inch 3/4-inch Insert O.D. da (do) 0.7 0.7 0.7 1.0 1.0 (18) (18) (18) (5) (5) Insert head net bearing area Abrg in 1.0 1.0 1.0 1.30 1.30 (mm ) (7) (7) (7) (839) (839) Effective embedment depth hef 1.75 1.75 1.75 1.75 1.75 (45) (45) (45) (45) (45) Minimum member thickness hmin - 3.5 3.5 3.5 3.5 3.5 (89) (89) (89) (89) (89) Effectiveness factor for cracked concrete kc - 4 4 4 4 4 (SI) (10) (10) (10) (10) (10) Modification factor for tension strength in uncracked concrete ΨC,N - 1.5 1.5 1.5 1.5 1.5 Nominal tension strength of single insert in tension as governed by 10,70 10,70 9,005 1,85 13,370 Nsa,insert steel strength (45.7) (45.7) (40.1) (5.4) (59.5) Nominal seismic tension strength of single insert in tension as 10,70 10,70 9,005 1,85 13,370 Nsa,insert,eq governed by steel strength (45.7) (45.7) (40.1) (5.4) (59.5) Nominal steel shear strength of single insert Vsa,insert 10,550 10,550 10,550 9,075 9,075 (47.0) (47.0) (47.0) (40.4) (40.4) Nominal steel shear strength of single insert for seismic loading Vsa,insert,eq 10,550 10,550 10,550 9,075 9,075 (47.0) (47.0) (47.0) (40.4) (40.4) For SI: 1 inch = 5.4 mm, 1 inch = 35 mm, 1 pound = 0.00445 kn, 1 psi = 0.00895 MPa. For pound-inch unit: 1 mm = 0.03937 inches. 1. Concrete must have a compressive strength f'c of,500 psi minimum.. 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. governed by steel strength of the insert shall be taken as 0.5 for tension and 0.0 for shear; values correspond to brittle steel elements. The value of φ applies when the load combinations of Section 105. of the IBC or ACI 318 Section 9. 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.. 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. Bang-It Insert Design Information 1,,3,4,5,,7,8 Design Information Symbol Units 1/4-inch 3/8-inch 1/-inch 5/8-inch 3/4-inch Insert O.D. da (do) 0.7 0.7 0.7 1.0 1.0 (18) (18) (18) (5) (5) Insert head net bearing area Abrg in 1.0 1.0 1.0 1.30 1.30 (mm ) (7) (7) (7) (839) (839) Effective embedment depth hef 1.75 1.75 1.75 1.75 1.75 (45) (45) (45) (45) (45) Minimum member thickness hmin - See Deck Figures as applicable Minimum spacing and Upper flute smin, cmin - See ACI 318 Section D.8.1 and D.8. edge distances Lower flute smin, cmin - See Deck Figures as applicable Effectiveness factor for cracked concrete kc - 4 4 4 4 4 (SI) (10) (10) (10) (10) (10) Modification factor for tension strength in uncracked concrete ΨC,N - 1.5 1.5 1.5 1.5 1.5 Nominal tension strength of single insert in tension as governed by 10,440 10,440 8,40 13,415 11,985 Nsa,insert steel strength (4-1/" W-Deck, B-Deck, 3-7/8" W-Deck) (4.4) (4.4) (3.7) (59.7) (53.3) Nominal seismic tension strength of single insert in tension as 10,440 10,440 8,40 13,415 11,985 Nsa,insert,eq governed by steel strength (4-1/" W-Deck, B-Deck, 3-7/8" W-Deck) (4.4) (4.4) (3.7) (59.7) (53.3) Nominal steel shear strength of single insert in the soffit of concrete,80,80,80 3,075 3,075 Vsa,insert,deck on steel deck, (4-1/" W-Deck) (10.) (10.) (10.) (13.7) (13.7) Nominal steel shear strength of single insert in the soffit of concrete,80,80,80,95,95 Vsa,insert,deck,eq on steel deck, for seismic loading, (4-1/" W-Deck) (10.) (10.) (10.) (1.0) (1.0) Nominal steel shear strength of single insert in the soffit of concrete,080,080,080,975,975 Vsa,insert,deck on steel deck, (B-Deck, 3-7/8" W-Deck) (10.) (10.) (10.) (13.) (13.) Nominal steel shear strength of single insert in the soffit of concrete,080,080,080,95,95 Vsa,insert,deck,eq on steel deck, for seismic loading, (B-Deck, 3-7/8" W-Deck) (10.) (10.) (10.) (1.0) (1.0) For SI: 1 inch = 5.4 mm, 1 inch = 35 mm, 1 pound = 4.45 N, 1 psi = 0.00895 MPa. For pound-inch unit: 1 mm = 0.03937 inches. 1. Concrete must have a compressive strength f'c of,500 psi minimum.. 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. governed by steel strength of the insert shall be taken as 0.5 for tension and 0.0 for shear; values correspond to brittle steel elements. The value of φ applies when the load combinations of Section 105. of the IBC or ACI 318 Section 9. 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 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.. 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. TECH MANUAL Mechanical Anchors 015 POWERS Volume 1 rev. e Mechanical Anchors 9 www.powers.com

Strength Design (SD) Mechanical Anchors Wood-Knocker Insert Installed in Soffit of Form Pour Concrete Floor and Roof Assemblies M Thick hef Wood-Knocker Insert (Typ) Normal Weight Concrete Or Lightweight Concrete (Minimum,500 PSI) Bang-It Inserts Installed in Soffit of Concrete Filled Steel Deck Floor and Roof Assemblies, 4-1/ -inch W-Deck 1,,3,4 M Thick. hef Sand-lightweight Concrete Or Normal Weight Concrete Over Steel Deck (Minimum 3,000 PSI) M 1"(Typ) Max. 3" M 4-1/" (Typ) Bang-It Insert (Typ) Upper Flute (Valley) M 1-1/8" M 4-1/" (Typ) Lower Flute (Ridge) No. Gauge Steel Deck M Flute Edge Bang-It Inserts Installed in Soffit of Concrete Filled Steel Deck Floor and Roof Assemblies, B-Deck 1,,3,4,5,,7 M -1/" (Typ) Max. 3-1/" (Typ) Sand-lightweight Concrete Or Normal Weight Concrete Over Steel Deck (Minimum 3,000 PSI) " C.C. (Typ) M Thick hef 1-1/" M 1-3/4" (Typ) Bang-It Insert (Typ) M 3/4" Upper Flute (Valley) Lower Flute (Ridge) No. Gauge Steel Deck M Flute Edge Bang-It Inserts Installed in Soffit of Concrete Filled Steel Deck Floor and Roof Assemblies, 3-7/8 -inch W-Deck 1,,3,8 M Thick. Sand-lightweight Concrete Or Normal Weight Concrete Over Steel Deck (Minimum 3,000 PSI) M 1"(Typ) hef TECH MANUAL Mechanical Anchors 015 POWERS Volume 1 rev. e 3" M 3-7/8" (Typ) Upper Flute (Valley) Bang-It Insert (Typ) M 3/4" M 3-7/8" (Typ) Lower Flute (Ridge) No. Gauge Steel Deck M 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 (m thick) from the top of the deck at the location of the installation. Upper flute installations require a minimum 3" topping thickness concrete (m thick) from the top of the deck at the location of the installation.. 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/-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.. 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/ -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 -inch with a minimum lower flute width of -1/4 -inch). 8. Inserts in the lower flute of 3-7/8-inch W-Deck may be installed with a maximum 1-3/1 -inch offset in either direction from the center of the flute. 7 www.powers.com 10

Strength Design (SD) Specifications And Physical Properties Of Common Carbon Steel Threaded Rod Elements 1 Carbon Steel Threaded Rod Specification ASTM A3/A3M and F1554 3 Grade 3 ASTM F1554 3 Grade 105 ASTM A193/A193M 4 Grade B7 Units psi (MPa) psi (MPa) psi (MPa) M Specified Ultimate Strength, Futa 58,000 (400) 15,000 (8) 15,000 (80) M Specified Yield Strength 0. Percent Offset, Fya 3,000 (48) 105,000 (74) 105,000 (70) Futa - Fya Elongation Minimum Percent 5 1.1 3 Reduction Of Area M Percent 40 (50 for A3) 1.19 15 45 1.19 1 50 Related Nut Specification ASTM A194 / A53 Grade A ASTM A194 / A53 Grade DH For SI: 1 inch = 5.4 mm, 1 psi = 0.00897 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.. Standard Specification for Carbon Structural Steel. 3. Standard Specification for Anchor Bolts, Steel, 3, 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 -inch (50 mm) gauge length except ASTM A193, which are based on a gauge length of 4d (drod).. 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,,3,4 Design Information Symbol Units 1/4-inch 3/8-inch 1/-inch 5/8-inch 3/4-inch Threaded rod nominal outside diameter Threaded rod effective cross-sectional area Nominal tension strength of ASTM A3 threaded rod in tension as governed by steel strength Nominal seismic tension strength of ASTM A3 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 A3 threaded rod in shear as governed by steel strength Nominal seismic shear strength of ASTM A3 threaded rod in shear as governed by steel strength Nominal shear strength of ASTM A193, Gr. B7 threaded rod in shear as governed by steel strength Nominal seismic shear strength of ASTM A193, Gr. B7 threaded rod in shear as governed by steel strength drod Ase Nsa,rod,A3 Nsa,rod,A3,eq Nsa,rod,B7 Nsa,rod,B7,eq Vsa,rod,A3 Vsa,rod,A3,eq Vsa,rod,B7 Vsa,rod,B7,eq in (mm ) 0.50 (.4) 0.03 (1) 1,855 (8.) 1,855 (8.) 4,000 (17.7) 4,000 (17.7) 1,115 (4.9) 780 (3.5),385 (10.) 1,80 (7.5) 0.375 (9.5) 0.078 (50) 4,55 (0.0) 4,55 (0.0) 9,750 (43.1) 9,750 (43.1),715 (1.1) 1,900 (8.4) 5,815 (5.9) 4,095 (18.) 0.500 (1.7) 0.14 (9) 8,35 (3.) 8,35 (3.) 17,750 (78.9) 17,750 (78.9) 4,940 (.0) 3,40 (15.4) 10,40 (7.3) 7,455 (34.) 0.5 (15.9) 0. (14) 13,110 (58.3) 13,110 (58.3) 8,50 (15.7) 8,50 (15.7) 7,85 (35.0) 5,505 (4.5) 1,950 (75.4) 11,85 (5.8) 0.750 (19.1) 0.335 (1) 19,430 (8.3) 19,430 (8.4) 41,875 (18.0) 41,875 (18.0) 11,0 (51.9) 8,10 (3.3) 5,085 (111.) 17,590 (78.) For SI: 1 inch = 5.4 mm, 1 pound = 0.00445 kn, 1 in = 45. 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-) and Eq. (D-9).. 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. 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 combinations of Section 105. of the IBC or ACI 318 Section 9. 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. TECH MANUAL Mechanical Anchors 015 POWERS Volume 1 rev. e Mechanical Anchors 11 www.powers.com 8

Strength Design (SD) Mechanical Anchors and Design Strengths for Wood-Knocker Insert Installed in the Soffit of Form Poured Concrete and Roof Assemblies - Uncracked Concrete 1,,3,4,5, Nominal Anchor Diameter Embed. Depth hef () Minimum Concrete Compressive Strength f'c = 3,000 psi f'c = 4,000 psi f'c =,000 psi 1/4 1-3/4,5,40 3,075,795 3,75 3,45 3/8 1-3/4,5,40 3,075,795 3,75 3,45 1/ 1-3/4,5,40 3,075,795 3,75 3,45 5/8 1-3/4,5,5 3,075 3,075 3,75 3,75 3/4 1-3/4,5,5 3,075 3,075 3,75 3,75 - Anchor Pullout/Pryout Strength Controls - Concrete Breakout Strength Controls - Steel Strength Controls and Design Strengths for Wood-Knocker Insert Installed in the Soffit of Form Poured Concrete and Roof Assemblies - Cracked Concrete 1,,3,4,5, Nominal Anchor Diameter Embed. Depth hef () Minimum Concrete Compressive Strength f'c = 3,000 psi f'c = 4,000 psi f'c =,000 psi 1/4 1-3/4,130 1,730,40,000 3,015,445 3/8 1-3/4,130 1,730,40,000 3,015,445 1/ 1-3/4,130 1,730,40,000 3,015,445 5/8 1-3/4,130,130,40,40 3,015 3,015 3/4 1-3/4,130,130,40,40 3,015 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: - ca1 is greater than or equal to the critical edge distance, cac. - ca is greater than or equal to 1.5 times ca1. - 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. governed by steel strength of the insert are taken as 0.5 for tension and 0.0 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. - 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. TECH MANUAL Mechanical Anchors 015 POWERS Volume 1 rev. e and Design Strength of Steel Elements (Steel Strength) 1,,3,4 Nominal Rod Diameter ( or No.) Steel Elements - Threaded Rod ASTM A3 and ASTM F1554 Grade 3 ASTM A193 Grade B7 and ASTM F1554 Grade 105 fnsa,rod fvsa,rod fnsa,rod 1/4 1,390 70 3,000 1,550 3/8 3,395 1,750 7,315 3,780 1/,175 3,10 13,315,915 5/8 9,835 5,115 1,190 11,00 3/4 14,550 7,55 31,405 1,305 - Steel Strength Controls 1. Steel tensile design strength according to ACI 318 Appendix D, φnsa = φ Ase,N futa. 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 0.0 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 fvsa,rod 9 www.powers.com 1

Strength Design (SD) and Design Strengths for Bang-It Inserts Installed in the Soffit of Uncracked Concrete Filled Steel Deck Floor and Roof Assemblies 1,,3,4,5, Nominal Anchor Diameter Embed. Depth hef () Minimum Concrete Compressive Strength f'c = 3,000 psi 4-1/" W-Deck B-Deck 3-7/8" W-Deck Upper Flute Lower Flute Upper Flute Lower Flute Upper Flute Lower Flute 1/4 1-3/4,5 1,370 1,340 1,370,5 1,50 595 1,50,5 1,50 1,145 1,50 3/8 1-3/4,5 1,370 1,340 1,370,5 1,50 595 1,50,5 1,50 1,145 1,50 1/ 1-3/4,5 1,370 1,340 1,370,5 1,50 595 1,50,5 1,50 1,145 1,50 5/8 1-3/4,5 1,845 1,340 1,845,5 1,785 595 1,785,5 1,785 1,145 1,785 3/4 1-3/4,5 1,845 1,340 1,845,5 1,785 595 1,785,5 1,785 1,145 1,785 - Anchor Pullout/Pryout Strength Controls - Concrete Breakout Strength Controls - Steel Strength Controls and Design Strengths for Bang-It Inserts Installed in the Soffit of Cracked Concrete Filled Steel Deck Floor and Roof Assemblies 1,,3,4,5, Nominal Anchor Diameter Embed. Depth hef () Minimum Concrete Compressive Strength f'c = 3,000 psi 4-1/" W-Deck B-Deck 3-7/8" W-Deck Upper Flute Lower Flute Upper Flute Lower Flute Upper Flute Lower Flute 1/4 1-3/4 1,810 1,370 1,070 1,370 1,810 1,50 475 1,50 1,810 1,50 915 1,50 3/8 1-3/4 1,810 1,370 1,070 1,370 1,810 1,50 475 1,50 1,810 1,50 915 1,50 1/ 1-3/4 1,810 1,370 1,070 1,370 1,810 1,50 475 1,50 1,810 1,50 915 1,50 5/8 1-3/4 1,810 1,845 1,070 1,845 1,810 1,785 475 1,785 1,810 1,785 915 1,785 3/4 1-3/4 1,810 1,845 1,070 1,845 1,810 1,785 475 1,785 1,810 1,785 915 1,785 - Anchor Pullout/Pryout Strength Controls - Concrete Breakout Strength Controls - Steel Strength Controls 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. - ca 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. governed by steel strength of the insert are taken as 0.5 for tension and 0.0 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. 1- 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. and Design Strength of Steel Elements (Steel Strength) 1,,3,4 Nominal Rod Diameter () - Steel Strength Controls Steel Elements - Threaded Rod ASTM A3 and ASTM F1554 Grade 3 ASTM A193 Grade B7 and ASTM F1554 Grade 105 fnsa,rod fvsa,rod fnsa,rod fvsa,rod 1/4 1,390 70 3,000 1,550 3/8 3,395 1,750 7,315 3,780 1/,175 3,10 13,315,915 5/8 9,835 5,115 1,190 11,00 3/4 14,550 7,55 31,405 1,305 1. Steel tensile design strength according to ACI 318 Appendix D, φnsa = φ Ase,N futa. 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 0.0 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. TECH MANUAL Mechanical Anchors 015 POWERS Volume 1 rev. e Mechanical Anchors 13 www.powers.com 10

Ordering Information Mechanical Anchors Idealization of Concrete Filled Steel Decks for Determination of Concrete Breakout Strength in Accordance with ACI 318 ANCO Ca,min ANC ANCO Ncb Bang-It Insert (Typ) Threaded Rod (Typ) ANC Steel Deck ANC ANCO Ca,min ANCO ANC Ncb Bang-It Insert (Typ) Threaded Rod (Typ) Steel Deck Idealization of Standard Steel Deck Profiles Idealization of B-Deck Steel Deck Profiles Ordering Information Bang-It Deck Insert (UNC) Cat.No. Description Color Code Pre-Drilled Hole Std. Box Std. Pallet 7540 1/4 Bang-It Brown 13/1" or 7/8" 100 4,000 754 3/8 Bang-It Green 13/1" or 7/8" 100 4,000 7544 1/ Bang-It Yellow 13/1" or 7/8" 100 4,000 754 5/8 Bang-It Red 1-3/1" or 1-1/4" 50,400 7548 3/4 Bang-It Purple 1-3/1" or 1-1/4" 50,400 Bang-It Installation Accessories Cat.No. Description Std. Box 750 Bang-It Stand Up Pole tool 1 75 13/1" Carbide Hole Saw for 1/4", 3/8" and 1/" sizes 1 754 1-3/1" Carbide Hole Saw for 5/8", 3/4" and 7/8" sizes 1 75 Extra Carbide Hole Saw Center Bit 1 TECH MANUAL Mechanical Anchors 015 POWERS Volume 1 rev. e Wood-Knocker Form Insert (UNC) Cat No. Description Color Code Std. Box Std. Pallet 7550 1/4" Wood-Knocker Brown 00 9,00 755 3/8" Wood-Knocker Green 00 9,00 7554 1/" Wood-Knocker Yellow 00 9,00 755 5/8" Wood-Knocker Red 150,000 7558 3/4" Wood-Knocker Purple 150,000 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. 11 www.powers.com 14

Ordering Information Mechanical Anchors Idealization of Concrete Filled Steel Decks for Determination of Concrete Breakout Strength in Accordance with ACI 318 ANCO Ca,min ANC ANCO Ncb Bang-It Insert (Typ) Threaded Rod (Typ) ANC Steel Deck ANC ANCO Ca,min ANCO ANC Ncb Bang-It Insert (Typ) Threaded Rod (Typ) Steel Deck Idealization of Standard Steel Deck Profiles Idealization of B-Deck Steel Deck Profiles Ordering Information Bang-It Deck Insert (UNC) Cat.No. Description Color Code Pre-Drilled Hole Std. Box Std. Pallet 7540 1/4 Bang-It Brown 13/1" or 7/8" 100 4,000 754 3/8 Bang-It Green 13/1" or 7/8" 100 4,000 7544 1/ Bang-It Yellow 13/1" or 7/8" 100 4,000 754 5/8 Bang-It Red 1-3/1" or 1-1/4" 50,400 7548 3/4 Bang-It Purple 1-3/1" or 1-1/4" 50,400 Bang-It Installation Accessories Cat.No. Description Std. Box 750 Bang-It Stand Up Pole tool 1 75 13/1" Carbide Hole Saw for 1/4", 3/8" and 1/" sizes 1 754 1-3/1" Carbide Hole Saw for 5/8", 3/4" and 7/8" sizes 1 75 Extra Carbide Hole Saw Center Bit 1 TECH MANUAL Mechanical Anchors 015 POWERS Volume 1 rev. e Wood-Knocker Form Insert (UNC) Cat No. Description Color Code Std. Box Std. Pallet 7550 1/4" Wood-Knocker Brown 00 9,00 755 3/8" Wood-Knocker Green 00 9,00 7554 1/" Wood-Knocker Yellow 00 9,00 755 5/8" Wood-Knocker Red 150,000 7558 3/4" Wood-Knocker Purple 150,000 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. 11 www.powers.com 15

ICC-ES Evaluation Report www.icc-es.org (800) 43-587 (5) 99-0543 ESR-357 Issued December 014 This report is subject to renewal December 015. A Subsidiary of the International Code Council DIVISION: 03 00 00 CONCRETE Section: 03 15 19 Cast-In Concrete Anchors Section: 03 1 00 Concrete Anchors REPORT HOLDER: POWERS FASTENERS, INC. 701 EAST JOPPA ROAD TOWSON, MARYLAND 18 (914) 35-300 or (800) 54-344 www.powers.com engineering@powers.com EVALUATION SUBJECT: POWERS WOOD-KNOCKER TM CONCRETE INSERTS AND BANG-IT TM CONCRETE INSERTS FOR STEEL DECK IN CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: 01, 009, and 00 International Building Code (IBC) 01, 009, and 00 International Residential Code (IRC) Properties evaluated: Structural.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,500 psi to 10,000 psi (17. MPa to 8.9 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,500 psi to 10,000 psi (17. MPa to 8.9 MPa). There are seven models for the Wood-Knocker inserts; five fractional and two metric: 1 / 4 -inch, 3 / 8 -inch, M10, M1, 1 / -inch, 5 / 8 -inch, and 3 / 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 fractional and two metric: 1 / 4 -inch, 3 / 8 -inch, M10, M1, 1 / - inch, 5 / 8 -inch, and 3 / 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 manufactured specialty anchorage products (Wood- Knockers 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 01 IBC and Sections 1911 and 191 of the 009 and 00 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: 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. The internally threaded inserts are manufactured from low carbon steel. The Wood-Knocker inserts have minimum 5 μm (0.00-inch) zinc plating. The plastic sleeve is fabricated from polypropylene. 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 and Figure. The internally threaded insert and washer are manufactured from low carbon steel. The Bang-It inserts have a minimum 5 μm (0.00-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 Bang- It 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. Steel Elements: 3..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 0.000- inch-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. Copyright 015 Page 1 of 1 1 1000

ESR-357 Most Widely Accepted and Trusted Page of 1 3.. 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 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: Steel deck panels must be in accordance with the configuration in Figures 4A, 4B and 4C and have a minimum base steel thickness of gage [0.034 inch (0.84 mm)]. Steel must comply with ASTM A53/A53M SS Grade 33 minimum and have a minimum yield strength of 33,000 psi (8 MPa). 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: Design strength of anchors complying with the 01 IBC as well as Section R301.1.3 of the 01 IRC, must be determined in accordance with ACI 318-11 Appendix D and this report. Design strength of anchors complying with the 009 IBC and Section R301.1.3 of the 009 IRC must be determined in accordance with ACI 318-08 Appendix D and this report. Design strength of anchors complying with the 00 IBC and Section R301.1.3 of the 00 IRC must be in accordance with ACI 318-05 Appendix D and this report. Design parameters provided in Tables, 3, and 5 of this report are based on the 01 IBC (ACI 318-11) unless noted otherwise in Sections 4.1.1 through 4.1.1. 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 105. of the IBC and Section 9. 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 01 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 (8.9 MPa), in accordance with ACI 318-11 D.3.7. The pullout strength in tension is not decisive for design and does not need to be evaluated. 4.1. Requirements for Static Steel Strength in : The nominal static steel strength in tension, N sa, of a single anchor must be calculated in accordance with ACI 318 Section D.5.1 for the threaded steel element, N sa,rod, as illustrated in Table 5 of this report. The lesser of N sa,rod in Table 5 or N sa,insert provided in Tables and 3 shall be used as the steel strength in tension. 4.1.3 Requirements for Static Concrete Breakout Strength in : For the Wood-Knocker and Bang-It anchors, the nominal concrete breakout strength of a single anchor or group of anchors in tension, N cb or N cbg, respectively, must be calculated in accordance with ACI 318 D.5. 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, N b, must be calculated in accordance with ACI 318 D.5.., using the values of h ef given in Tables and 3, and with k c = 4. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI 318 D.5.. must be calculated with Ψ c,n = 1.5. 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 A Nc / A Nco in accordance with ACI 318 D.5..1 and c a,min (minimum edge distance) must be based on Figures 4A, 4B and 4C. 4.1.4 Requirements for Static Side-Face Blowout Strength in : For the Wood-Knocker anchors, the nominal side-face blowout strength of a headed insert, N sb, 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. 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. 4.1.5 Requirements for Static Steel Strength in : For Wood-Knocker anchors, the nominal static steel strength in shear, V sa, of a single anchor must be taken as the threaded steel element strength, V sa,rod, given in Table 5 of this report. The lesser of V sa,rod in Table 5 or V sa,insert in Table 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-8. For Bang-It anchors, the nominal static steel strength in shear, V sa,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, V sa,rod, given in Table 5 of this report. The lesser of V sa,rod in Table 5 or V sa,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-8. 4.1. Requirements for Static Concrete Breakout Strength in : For Wood-Knocker anchors, the nominal concrete breakout strength of a single anchor or group of anchors in shear, V cb or V cbg, respectively, must be calculated in accordance with ACI 318 D... The basic concrete breakout strength, V b, must be calculated in accordance with ACI 318 D... based on the values provided in Table 1. The value of l e used in ACI 318 Eq. D- 33 must be taken as no greater than the lesser of h ef or 8d a. 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. 4.1.7 Requirements for Static Concrete Pryout Strength in : For Wood-Knocker anchors, the nominal concrete pryout strength of a single anchor or group of anchors, V cp or V cpg, respectively, must be calculated in accordance with ACI 318 D..3. 17

ESR-357 Most Widely Accepted and Trusted Page 3 of 1 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..3 is not required. 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 01 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 009 IBC, or Section 1908.1.1 of the 00 IBC. The anchors may be installed in Seismic Design Categories A through F of the IBC. 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.. 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.. 4.1.8. Seismic : For Wood-Knocker anchors, the nominal steel strength in tension, N sa, of a single anchor must be calculated in accordance with ACI 318 Section D.5.1 for the threaded steel element, N sa,rod,eq, as given in Table 5, not to exceed the corresponding values of N sa,insert,eq in Table of this report; the nominal concrete breakout strength for anchors in tension must be calculated in accordance with ACI 318 D.5., 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., and Section 4.1.4 of this report. For Bang-It anchors, the nominal steel strength in tension, N sa, of a single anchor must be calculated in accordance with ACI 318 Section D.5.1 for the threaded steel element, N sa,rod,eq, as given in Table 5, not to exceed the corresponding values of N sa,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., 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. 4.1.8.3 Seismic : For Wood-Knocker anchors, the nominal concrete breakout strength and pryout strength in shear must be calculated in accordance with ACI 318 D.. and D..3, as described in Sections 4.1. and 4.1.7 of this report. In accordance with ACI 318 D..1., the nominal steel strength for seismic loads, V sa,eq, must be taken as the threaded steel element strength, V sa,rod,eq, given in Table 5 of this report, not to exceed the corresponding values of V sa,insert,eq, in Table. For Bang-It anchors, the nominal concrete breakout strength and pryout strength in shear, calculations in accordance with ACI 318 D.. and D..3, as described in Sections 4.1. and 4.1.7 of this report, are not required. In accordance with ACI 318 D..1., the nominal steel strength for seismic loads, V sa,eq, must be taken as the threaded steel element strength, V sa,rod,eq, given in Table 5 of this report, not to exceed the corresponding values of V sa,insert,deck,eq, in Table 3, for lower flute or upper flute of the concrete filled steel deck assembly, as applicable. 4.1.9 Requirements for Interaction of Tensile and 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. 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. 4.1.10 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 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 3h ef. 4.1.11 Requirements for Critical Edge Distance: The critical edge distance, c ac, must be calculated in accordance with ACI 318 D.8.. The modification factor cp,n = 1.0 in accordance with ACI 318 D.5..5. 4.1.1 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 λ a or λ, respectively, for concrete breakout strength must be taken as 0.85 for sandlightweight or 0.75 for all-lightweight according to ACI 318-11 D.3. (01 IBC) or ACI 318-08 D.3.4 (009 IBC). For ACI 318-05, the values of N b and V b determined in accordance with this report must be modified in accordance with the provisions of ACI 318-05 D.3.4. For Bang-It inserts in the soffit of sand-lightweight concrete-filled steel deck, λ a 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. Allowable Stress Design (ASD): 4..1 General: Design values for use with allowable stress design (working stress design) load combinations calculated in accordance with Section 105.3 of the IBC, must be established as follows: T allowable,asd = N n V allowable,asd = V n where: T allowable,asd = Allowable tension load (f or kn). V allowable,asd = Allowable shear load (f or kn). N n = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318 D.4.1, and 009 IBC Section 1908.1.9 or 00 IBC Section 1908.1.1, as applicable (f or N). V n = Lowest design strength of an anchor or 18

ESR-357 Most Widely Accepted and Trusted Page 4 of 1 anchor group in shear as determined in accordance with ACI 318 D.4.1, and 009 IBC Section 1908.1.9 or 00 IBC Section 1908.1.1, as applicable (f or N). α = 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 through 9. The values presented in Tables through 9 are only valid when all of the conditions given in the footnotes to the respective tables are applicable. 4.. Interaction of Tensile and 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: For shear loads V applied 0.V allowable,asd, the full allowable load in tension must be permitted. For tension loads T applied 0.T allowable,asd, the full allowable load in shear must be permitted. For all other cases: +,, 1. (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 4.3 Installation: For the Wood-Knocker inserts, installation parameters are provided in Table 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. 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, M1, or 1 / -inch [ 13 / 1 -inch (1 mm) diameter] and Bang-It 5 / 8 -inch or 3 / 4 -inch [1 3 / 1 -inch (30 mm) diameter]. The Bang- It 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 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. 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. 4.4 Special Inspection: Periodic special inspection is required in accordance with Section 1705.1.1 and Table 1705.3 of the 01 IBC, or Section 1704.15 and Table 1704.4 of the 009 IBC, or Section 1704.13 of the 00 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, 170 and 1707 must be observed, where applicable. 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: 5.1 Specialty inserts are limited to dry interior locations. 5. 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,500 psi to 10,000 psi (17. MPa to 8.9 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,500 psi to 10,000 psi (17. MPa to 8.9 MPa) for the Bang-It inserts. 5.5 The values of f' c used for calculation purposes must not exceed 10,000 psi (8.9 MPa). 5. Strength design values must be established in accordance with Section 4.1 of this report. 5.7 Allowable design values are established in accordance with Section 4.. 5.8 Specialty insert spacing and edge distance as well as 19

ESR-357 Most Widely Accepted and Trusted minimumm member thickness must comply with ACI 318 Section D.8 for cast-in-place headed anchors 5.9 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and details must be prepared by a egistered design professional where equired by the statutes of the jurisdiction in which the project is to be constructed. 5.10 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of the specialty inserts subjected to fatigue or shock loading is unavailable at this time, the use of these inserts under such conditions is beyond the scope of this report. 5.11 Specialty inserts may be installed in regions of concretee where analysis indicates cracking may occur (f t > f r ), subject to the conditions of this report. 5.1 Specialty inserts may be used to resist short-term loading due to wind or seismic forces in locations designated as Seismic Design Categories A through F of the IBC, subject to the conditions of this report. 5.13 Where not otherwise prohibited in the code, Wood- use with fire-resistance-rated construction provided that at least one of the following conditions is fulfilled: Knocker and Bang-It inserts are permitted for Headed cast-in specialty inserts that support a fire-resistance- -rated envelope or a fire- resistance-rated membrane are protected by approved fire-resistance-rated materials, or have Page 5 of 1 been evaluated for resistance to fire exposure in accordance with recognized standards. Headed cast-in specialty inserts are used to resist wind or seismic forces only. Headed cast-in specialty inserts are used to support nonstructural elements. 5.14 Use of zinc-coated carbon steel anchors is limited to dry, interior locations. 5.15 Special inspection must be provided in accordance with Section 4..4. 5.1 Specialty inserts are manufactured under an approved quality control program with inspections by ICC-ES..0 EVIDENCE SUBMITTED.1 Data in accordance with the ICC-ES Acceptance Criteria for Headed Cast-in Specialty Inserts in Concrete (AC44), dated June 013.. Quality control documentation. 7.0 IDENTIFICATION The inserts are identified by packaging labeled with the manufacturer s name (Powers) and contact information, insertt name, insert size, lot number and evaluation report number (ESR-357). The insertss have the letters Wood- atop Knocker or Bang-Itt and the specific size embossed the head of the insert, visible prior to installation for verification. FIGURE 1 WOOD-KNOCKE ER CAST-IN-PLACE INSERTS FIGURE BANG-IT CAST-IN-PLACE INSERTS FOR CONCRETE FOR FORM POUR CONCRETEE FILLED STEEL DECK FLOOR AND ROOF ASSEMBLIES TABLE 1 DESIGN USE AND REPORT TABLE INDEX DESIGN STRENGTH 1 Steel Concrete N sa, V sa N cb, N cbg V cb, V cbg, V cp, V V cpg WOOD-KNOCKER INSERTS BANG-IT STEEL DECK INSERTS THREADED STEEL ELEMENTS Table Table 3 Table 5 Table Table 3 Not applicable Table Not applicable Not applicable Side-face Blowout N sb Table Not applicable Not applicable CONCRETE TYPE CONCRETE STATE INSERT / STEEL ELEMENT NOMINAL SIZE SEISMIC DESIGN CATEGORIES Normal-weightt and Cracked 1 / 4 " 3, / 8 ", M10, M1, 1 / ", 5 / 8 ", / 4 " A through F lightweight Uncracked 1 / 4 " 3, / 8 ", M10, M1, 1 / ", 5 / 8 ", / 4 " A through F For SI: 1 inch = 5.4 mm. For pound-inch units: 1 mm = 0.03937 inch. 1 Reference ACI 318-11 D.4.1.1. The controlling strength is decisive from all appropriatee failure modes (i.e. steel, concrete, pryout and side-face blowout, as applicable) and design assumptions. The pullout strength in tension is not decisive for designn and does not need to be evaluated. See Section 4.1.8 for requirements for seismic design, where applicable. 0

ESR-357 Most Widely Accepted and Trusted Page of 1 FIGURE 3 WOOD-KNOCKER INSERT INSTALLED IN SOFFIT OF FORM POUR CONCRETE FLOOR AND ROOF ASSEMBLIES FIGURE 4A BANG-IT INSERTS INSTALLED IN SOFFIT OF CONCRETE FILLED STEEL DECK FLOOR AND ROOF ASSEM MBLIES 1,,3 4 FIGURE 4B BANG-IT INSERTS INSTALLED IN SOFFIT OF CONCRETE FILLED STEEL DECK FLOOR AND ROOF ASSEMBLIES 1,,3,5,,7 7 1 FIGURE 4C BANG-IT INSERTS INSTALLED IN SOFFIT OF CONCRETE FILLED STEEL DECK FLOOR AND ROOF ASSEM MBLIES 1,,3,8 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 (m thick in Figures) from the top of the upper flute. Upper flute installations require a minimum 3" concrete topping thickness from the top of the upper flute. Inserts in upper flute may be installed anywhere acrosss upper flute. Axial spacing for Bang-It inserts along the lower flute length shall be minimum 3h ef. 3 Upper flute Bang-It inserts are not subject to steel deck dimension limitations, or the minimum steel deckk gauge limitations. 4 Inserts in the lower flute of Figure 4A may be installed with a maximumm 1 1 / 8 -inch offsett in either directionn 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 Figure 4B may be installed with a maximumm 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. Lower flute installations of Figure 4B with flutes widths greater than 1 3 / 4 -inch are permitted. 7 Lower flute installations of Figure 4B in flute depths greater than 1 1 / -inch are permittedd 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 -inch with a minimum lower flute width of 1 / 4 -inch). 8 Inserts in the lower flute of Figure 4C may be installed with a maximum 1 3 / 1 -inch offset in either direction from the center of the flute. 1

ESR-357 Most Widely Accepted and Trusted Page 7 of 1 TABLE WOOD-KNOCKER INSERT DESIGN INFORMATION 1,,3,4,5,,7 DESIGN INFORMATION SYMBOL UNITS 1 / 4 -inch 3 / 8 -inch M10 M1 Insert O.D. d a (d o ) Insert head net bearing area Effective embedment depth Minimum member thickness A brg h ef h min in (mm ) 0.7 (18) 1.0 (7) 1.75 (45) 3.5 (89) 1 / -inch Minimum spacing and edge distances s min, c min - See ACI 318 Section D.8.1 and D.8. - 4 Effectiveness factor for cracked concrete k c (SI) (10) Modification factor for tension strength in uncracked concrete Ψ C,N - 1.5 Nominal tension strength of single insert in tension as governed 10,70 10,70 10,70 10,70 N by steel strength sa,insert (45.7) (45.7) (45.7) (45.7) Nominal seismic tension strength of single insert in tension as 10,70 10,70 10,70 10,70 N governed by steel strength sa,insert,eq (45.7) (45.7) (45.7) (45.7) Nominal steel shear strength of single insert V sa,insert Nominal steel shear strength of single insert for seismic loading V sa,insert,eq 10,555 10,555 10,555 10,555 10,555 10,555 10,555 10,555 (47.0) (47.0) (47.0) (47.0) (47.0) (47.0) (47.0) (47.0) 9,005 (40.1) 9,005 (40.1) 10,555 (47.0) 10,555 (47.0) 5 / 8 -inch 1,85 (5.4) 1,85 (5.4) 9,075 (40.4) 9,075 (40.4) For SI: 1 inch = 5.4 mm, 1 pound = 0.00445 kn, 1 psi = 0.00895 MPa. For pound-inch unit: 1 mm = 0.03937 inches. 1 Concrete must have a compressive strength f ' c of,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. 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. governed by steel strength of the insert shall be taken as 0.5 for tension and 0.0 for shear; values correspond to brittle steel elements. The value of applies when the load combinations of Section 105. of the IBC or ACI 318 Section 9. 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. 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. TABLE 3 BANG-IT INSERT DESIGN INFORMATION 1,,3,4,5,,7,8 1.0 (5) 1.30 (839) 1.75 (45) 3.5 (89) 3 / 4 -inch 13,370 (59.5) 13,370 (59.5) 9,075 (40.4) 9,075 (40.4) DESIGN INFORMATION SYMBOL UNITS 1 / 4 -inch 3 / 8 -inch M10 M1 1 / -inch 5 / 8 -inch 3 / 4 -inch 0.7 1.0 Insert O.D. d a (d o ) (18) (5) in 1.0 1.30 Insert head net bearing area A brg (mm ) (7) (839) 1.75 1.75 Effective embedment depth h ef (45) (45) Minimum member thickness h min - See Figures 4A, 4B and 4C as applicable Upper flute s min, c min - See ACI 318 Section D.8.1 and D.8. Minimum spacing and edge distances Lower flute s min, c min - See Figures 4A, 4B and 4C as applicable - 4 Effectiveness factor for cracked concrete k c (SI) (10) Modification factor for tension strength in uncracked concrete Ψ C,N - 1.5 Nominal tension strength of single insert in tension as 10,440 10,440 10,440 9,850 8,40 13,415 11,985 N governed by steel strength (Figures 4A, 4B & 4C) sa,insert (4.4) (4.4) (4.4) (43.8) (3.7) (59.7) (53.3) Nominal seismic tension strength of single insert in tension as 10,440 10,440 10,440 9,850 8,40 13,415 11,985 N governed by steel strength (Figures 4A, 4B & 4C) sa,insert,eq (4.4) (4.4) (4.4) (43.8) (3.7) (59.7) (53.3) Nominal steel shear strength of single insert in the soffit of,80,80,80,80,80 3,075 3,075 V concrete on steel deck, (Figure 4A) sa,insert,deck (10.) (10.) (10.) (10.) (10.) (13.7) (13.7) Nominal steel shear strength of single insert in the soffit of,80,80,80,80,80,95,95 V concrete on steel deck, for seismic loading, (Figure 4A) sa,insert,deck,eq (10.) (10.) (10.) (10.) (10.) (1.0) (1.0) Nominal steel shear strength of single insert in the soffit of,080,080,080,080,080,975,975 V concrete on steel deck, (Figures 4B & 4C) sa,insert,deck (10.) (10.) (10.) (10.) (10.) (13.) (13.) Nominal steel shear strength of single insert in the soffit of,080,080,080,080,080,95,95 V concrete on steel deck, seismic loading, (Figures 4B & 4C) sa,insert,deck,eq (10.) (10.) (10.) (10.) (10.) (1.0) (1.0) For SI: 1 inch = 5.4 mm, 1 pound = 4.45 N, 1 psi = 0.00895 MPa. For pound-inch unit: 1 mm = 0.03937 inches. 1 Concrete must have a compressive strength f ' c of,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. 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. governed by steel strength of the insert shall be taken as 0.5 for tension and 0.0 for shear; values correspond to brittle steel elements. The value of applies when the load combinations of Section 105. of the IBC or ACI 318 Section 9. 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. 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.

ESR-357 Most Widely Accepted and Trusted Page 8 of 1 TABLE 4 SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON CARBON STEEL THREADED ROD ELEMENTS 1 THREADED ROD SPECIFICATION Carbon Steel ASTM A3/A3M and F1554 3 Grade 3 ISO 898-1 5 Class 4. ASTM F1554 3 Grade 105 ASTM A193/A193M 4 Grade B7 UNITS psi (MPa) MPa (psi) psi (MPa) psi (MPa) MIN. SPECIFIED ULTIMATE STRENGTH, f uta 58,000 (400) 400 (58,000) 15,000 (8) 15,000 (80) MIN. SPECIFIED YIELD STRENGTH 0. PERCENT OFFSET, f ya 3,000 (48) 40 (34,800) 105,000 (74) 105,000 (70) f uta f ya ELONGATION MINIMUM PERCENT REDUCTION OF AREA MIN. PERCENT 1.1 3 40 (50 for A3) RELATED NUT SPECIFICATION 8 ASTM A194 / A53 Grade A 1.7-7 ISO 403 Grade 4 1.19 15 45 1.19 1 50 ASTM A194 / A53 Grade DH For SI: 1 inch = 5.4 mm, 1 psi = 0.00897 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.. of this report for ductility of steel anchor elements. Standard Specification for Carbon Structural Steel. 3 Standard Specification for Anchor Bolts, Steel, 3, 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. Based on -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 1,,3,4 ESIGN INFORMATION SYMBOL UNITS 1 / 4 -inch 3 / 8 -inch M10 M1 Threaded rod nominal outside diameter Threaded rod effective cross-sectional area Nominal tension strength of ASTM A3 threaded rod in tension as governed by steel strength Nominal seismic tension strength of ASTM A3 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 A3 threaded rod in shear as governed by steel strength Nominal seismic shear strength of ASTM A3 threaded rod in shear as governed by steel strength Nominal shear strength of ASTM A193, Gr. B7 threaded rod in shear as governed by steel strength Nominal seismic shear strength of ASTM A193, Gr. B7 threaded rod in shear as governed by steel strength d rod A se N sa,rod,a3 N sa,rod,eq,a3 N sa,rod,b7 N sa,rod,eq,b7 V sa,rod,a3 V sa,rod,eq,a3 V sa,rod,b7 V sa,rod,eq,b7 in (mm ) 0.50 (.4) 0.03 (1) 1,855 (8.) 1,855 (8.) 4,000 (17.7) 4,000 (17.7) 1,105 (4.9) 780 (3.5),385 (10.) 1,80 (7.5) 0.375 (9.5) 0.078 (50) 4,55 (0.0) 4,55 (0.0) 9,750 (43.1) 9,750 (43.1),95 (1.0) 1,900 (8.4) 5,815 (5.9) 4,095 (18.) 0.394 (10) 0.090 (58) 5,0 (3.) 5,0 (3.) 11,50 (50.1) 11,50 (50.1) 3,130 (13.9),190 (9.7),750 (30.0) 4,75 (1.0) 0.47 (1) 0.131 (85) 7,00 (33.8) 7,00 (33.8) 1,375 (7.9) 1,375 (7.9) 4,50 (0.3) 3,190 (14.) 9,85 (43.7),880 (30.) 1 / -inch 0.500 (1.7) 0.14 (9) 8,35 (3.) 8,35 (3.) 17,750 (78.9) 17,750 (78.9) 4,940 (.0) 3,40 (15.4) 10,40 (7.3) 7,455 (34.) 5 / 8 -inch 0.5 (15.9) 0. (14) 13,110 (58.3) 13,110 (58.3) 8,50 (15.7) 8,50 (15.7) 7,80 (35.0) 5,505 (4.5) 1,950 (75.4) 11,85 (5.8) 3 / 4 -inch 0.750 (19.1) 0.335 (1) 19,400 (8.3) 19,400 (8.3) 41,875 (18.0) 41,875 (18.0) 11,40 (51.8) 8,10 (3.3) 5,085 (111.) 17,590 (78.) For SI: 1 inch = 5.4 mm, 1 pound = 0.00445 kn, 1 in = 45. mm. For pound-inch unit: 1 mm = 0.03937 inches. 1 Values provided for steel element material types, or equivalent, based on minimum specified strengths; N sa,rod and V sa,rod calculated in accordance with ACI 318-11 Eq. (D-) and Eq. (D-9) respectively. V sa,rod,eq must be taken as 0.7V sa,rod. N sa shall be the lower of the N sa,rod or N sa,insert for static steel strength in tension; for seismic loading N sa,eq shall be the lower of the N sa,rod,eq or N sa,insert,eq. 3 V sa shall be the lower of the V sa,rod or V sa,insert for static steel strength in tension; for seismic loading V sa,eq shall be the lower of the V sa,rod,eq or V sa,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. governed by steel strength of ductile steel elements shall be taken as 0.75 for tension and 0.5 for shear. The value of applies when the load combinations of Section 105. of the IBC or ACI 318 Section 9. 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 3

ESR-357 Most Widely Accepted and Trusted Page 9 of 1 TABLE EXAMPLE ASD ALLOWABLE TENSION DESIGN VALUES FOR ILLUSTRATIVE PURPOSES 1,,3,4,5,,7,8,9,10 CONCRETE STRENGTH THREADED ROD (f c ) SPECIFICATION 1 / 4 -INCH 3 / 8 -INCH M10 WOOD-KNOCKER IN CONCRETE M1 1 / -INCH 5 / 8 -INCH 3 / 4 -INCH,500 A3 940 1,40 1,40 1,40 1,40 1,40 1,40 A193, Gr. B7 1,40 1,40 1,40 1,40 1,40 1,40 1,40 3,000 A3 940 1,800 1,800 1,800 1,800 1,800 1,800 A193, Gr. B7 1,800 1,800 1,800 1,800 1,800 1,800 1,800 4,000 A3 940,080,080,080,080,080,080 A193, Gr. B7,05,080,080,080,080,080,080,000 A3 940,95,545,545,545,545,545 A193, Gr. B7,05,545,545,545,545,545,545 8,000 A3 940,95,45,940,940,940,940 A193, Gr. B7,05,940,940,940,940,940,940 10,000 A3 940,95,45 3,85 3,85 3,85 3,85 A193, Gr. B7,05 3,85 3,85 3,85 3,85 3,85 3,85 For SI: 1 pound = 4.45 N. For pound-inch unit: 1 inch = 5.4 mm. Illustrative Allowable Stress Design Values in Table are applicable only when all of the following design assumptions are followed: 1 Concrete compressive strength, f' c, given for normal weight concrete. 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. (no seismic loading). 5 30% dead load and 70% live load, controlling load combination 1.D + 1. L. Calculation of the weighted average for α = 1.*0.3 + 1.*0.7 = 1.48. 7 Assuming no edge distance influence (c a1 1.5h ef ) and no side-face blowout in tension for Wood-Knocker. 9 h h min 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. CONCRETE STRENGTH (f c ) TABLE 7 EXAMPLE ASD ALLOWABLE SHEAR DESIGN VALUE FOR ILLUSTRATIVE PURPOSES 1,,3,4,5,,7,8,9,10 THREADED ROD SPECIFICATION 1 / 4 -INCH 3 / 8 -INCH WOOD-KNOCKER IN CONCRETE M10 M1 1 / -INCH 5 / 8 -INCH 3 / 4 -INCH,500 A3 490 1,195 1,375 1,40 1,40 1,40 1,40 A193, Gr. B7 1,055 1,40 1,40 1,40 1,40 1,40 1,40 3,000 A3 490 1,195 1,375 1,800 1,800 1,800 1,800 A193, Gr. B7 1,055 1,800 1,800 1,800 1,800 1,800 1,800 4,000 A3 490 1,195 1,375,005,080,080,080 A193, Gr. B7 1,055,080,080,080,080,080,080,000 A3 490 1,195 1,375,005,170,545,545 A193, Gr. B7 1,055,545,545,545,545,545,545 8,000 A3 490 1,195 1,375,005,170,940,940 A193, Gr. B7 1,055,570,940,940,940,940,940 10,000 A3 490 1,195 1,375,005,170 3,85 3,85 A193, Gr. B7 1,055,570,95 3,85 3,85 3,85 3,85 For SI: 1 pound = 4.45 N. For pound-inch unit: 1 inch = 5.4 mm. Illustrative Allowable Stress Design Values in Table 7 are applicable only when all of the following design assumptions are followed: 1 Concrete compressive strength, f' c, given for normal weight concrete. Single anchors with static shear load with installation in accordance with 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. (no seismic loading). 5 30% dead load and 70% live load, controlling load combination 1.D + 1. L. Calculation of the weighted average for α = 1.*0.3 + 1.*0.7 = 1.48. 7 Assuming no edge distance (c a1 1.5h ef ) or corner distance influence (c a 1.5c a1 ) for Wood-Knocker anchors. 8 loads may be applied in any direction. 9 h h min 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. WOOD-KNOCKER BANG-IT 1 / 4 -INCH 3 / 8 -INCH M10 M1 1 / -INCH 5 / 8 -INCH 3 / 4 -INCH 1 / 4 -INCH 3 / 8 -INCH M10 M1 1 / -INCH 5 / 8 -INCH 3 / 4 -INCH Brown Green Green Yellow Yellow Red Purple Brown Green Green Yellow Yellow Red Purple FIGURE WOOD-KNOCKER CONCRETE INSERTS AND BANG-IT INSERTS FOR CONCRETE-FILLED STEEL DECKS 4

ESR-357 Most Widely Accepted and Trusted Page 10 of 1 CONCRETE STRENGTH (f c ),500 3,000 4,000,000 8,000 10,000 CONCRETE STRENGTH (f c ),500 3,000 4,000,000 8,000 10,000 CONCRETE STRENGTH (f c ),500 3,000 4,000,000 8,000 10,000 TABLE 8 EXAMPLE ASD ALLOWABLE TENSION DESIGN VALUES FOR ILLUSTRATIVE PURPOSES 1,,3,4,5,,7,8,9 BANG-IT IN CONCRETE-FILLED STEEL DECK (FIGURE 4A) 10 THREADED ROD / 4 -INCH / 8 -INCH M10 M1 / -INCH / 8 -INCH / 4 -INCH SPECIFICATION Upper Lower Upper Lower Upper Lower Upper Lower Upper Lower Upper Lower Upper Lower A3 940 830 1,395 830 1,395 830 1,395 830 1,395 830 1,395 830 1,395 830 A193, Gr. B7 1,395 830 1,395 830 1,395 830 1,395 830 1,395 830 1,395 830 1,395 830 A3 940 905 1,530 905 1,530 905 1,530 905 1,530 905 1,530 905 1,530 905 A193, Gr. B7 1,530 905 1,530 905 1,530 905 1,530 905 1,530 905 1,530 905 1,530 905 A3 940 940 1,75 1,045 1,75 1,045 1,75 1,045 1,75 1,045 1,75 1,045 1,75 1,045 A193, Gr. B7 1,75 1,045 1,75 1,045 1,75 1,045 1,75 1,045 1,75 1,045 1,75 1,045 1,75 1,045 A3 940 940,10 1,80,10 1,80,10 1,80,10 1,80,10 1,80,10 1,80 A193, Gr. B7,05 1,80,10 1,80,10 1,80,10 1,80,10 1,80,10 1,80,10 1,80 A3 940 940,95 1,475,495 1,475,495 1,475,495 1,475,495 1,475,495 1,475 A193, Gr. B7,05 1,475,495 1,475,495 1,475,495 1,475,495 1,475,495 1,475,495 1,475 A3 940 940,95 1,50,45 1,50,790 1,50,790 1,50,790 1,50,790 1,50 A193, Gr. B7,05 1,50,790 1,50,790 1,50,790 1,50,790 1,50,790 1,50,790 1,50 BANG-IT IN CONCRETE-FILLED STEEL DECK (FIGURE 4B) 11 THREADED ROD / 4 -INCH / 8 -INCH M10 M1 / -INCH / 8 -INCH / 4 -INCH SPECIFICATION Upper Lower Upper Lower Upper Lower Upper Lower Upper Lower Upper Lower Upper Lower A3 940 35 1,395 35 1,395 35 1,395 35 1,395 35 1,395 35 1,395 35 A193, Gr. B7 1,395 35 1,395 35 1,395 35 1,395 35 1,395 35 1,395 35 1,395 35 A3 940 400 1,530 400 1,530 400 1,530 400 1,530 400 1,530 400 1,530 400 A193, Gr. B7 1,530 400 1,530 400 1,530 400 1,530 400 1,530 400 1,530 400 1,530 400 A3 940 45 1,75 45 1,75 45 1,75 45 1,75 45 1,75 45 1,75 45 A193, Gr. B7 1,75 45 1,75 45 1,75 45 1,75 45 1,75 45 1,75 45 1,75 45 A3 940 570,10 570,10 570,10 570,10 570,10 570,10 570 A193, Gr. B7,05 570,10 570,10 570,10 570,10 570,10 570,10 570 A3 940 55,95 55,495 55,495 55,495 55,495 55,495 55 A193, Gr. B7,05 55,495 55,495 55,495 55,495 55,495 55,495 55 A3 940 730,95 730,45 730,790 730,790 730,790 730,790 730 A193, Gr. B7,05 730,790 730,790 730,790 730,790 730,790 730,790 730 BANG-IT IN CONCRETE-FILLED STEEL DECK (FIGURE 4C) 1 THREADED ROD / 4 -INCH / 8 -INCH M10 M1 / -INCH / 8 -INCH / 4 -INCH SPECIFICATION Upper Lower Upper Lower Upper Lower Upper Lower Upper Lower Upper Lower Upper Lower A3 940 705 1,395 705 1,395 705 1,395 705 1,395 705 1,395 705 1,395 705 A193, Gr. B7 1,395 705 1,395 705 1,395 705 1,395 705 1,395 705 1,395 705 1,395 705 A3 940 775 1,530 775 1,530 775 1,530 775 1,530 775 1,530 775 1,530 775 A193, Gr. B7 1,530 775 1,530 775 1,530 775 1,530 775 1,530 775 1,530 775 1,530 775 A3 940 890 1,75 890 1,75 890 1,75 890 1,75 890 1,75 890 1,75 890 A193, Gr. B7 1,75 890 1,75 890 1,75 890 1,75 890 1,75 890 1,75 890 1,75 890 A3 940 940,10 1,090,10 1,090,10 1,090,10 1,090,10 1,090,10 1,090 A193, Gr. B7,05 1,090,10 1,090,10 1,090,10 1,090,10 1,090,10 1,090,10 1,090 A3 940 940,95 1,0,495 1,0,495 1,0,495 1,0,495 1,0,495 1,0 A193, Gr. B7,05 1,0,495 1,0,495 1,0,495 1,0,495 1,0,495 1,0,495 1,0 A3 940 940,95 1,410,45 1,410,790 1,410,790 1,410,790 1,410,790 1,410 A193, Gr. B7,05 1,410,790 1,410,790 1,410,790 1,410,790 1,410,790 1,410,790 1,410 For SI: 1 pound = 4.45 N. For pound-inch unit: 1 inch = 5.4 mm. Illustrative Allowable Stress Design Values in Table 8 are applicable only when all of the following design assumptions are followed: 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 Concrete determined to remain uncracked for the life of the anchorage. 4 Load combinations from ACI 318 Section 9. (no seismic loading). 5 30% dead load and 70% live load, controlling load combination 1.D + 1. L. Calculation of the weighted average for α = 1.*0.3 + 1.*0.7 = 1.48. 7 h h min according to ACI 318 Section D.8. 8 Values are for Condition B where supplementary reinforcement in accordance with ACI 318-11 D.4.3 is not provided. 9 Assuming no edge distance influence with Ψ ed,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, c a,min, is 1.15-inch (see Figure 4A). 11 For lower flute Bang-It anchors, the near edge distance, c a,min, is 0.75-inch (see Figure 4B). 1 For lower flute Bang-It anchors, the near edge distance, c a,min, is 0.75-inch (see Figure 4C). 5

ESR-357 Most Widely Accepted and Trusted Page 11 of 1 CONCRETE STRENGTH (f c ),500 to 10,000 CONCRETE STRENGTH (f c ),500 to 10,000 CONCRETE STRENGTH (f c ),500 to 10,000 TABLE 9 EXAMPLE ASD ALLOWABLE SHEAR DESIGN VALUE FOR ILLUSTRATIVE PURPOSES 1,,3,4,5,,7,8,9,10 THREADED ROD SPECIFICATION BANG-IT IN CONCRETE-FILLED STEEL DECK (FIGURE 4A) 1 / 4 -INCH 3 / 8 -INCH M10 M1 1 / -INCH 5 / 8 -INCH 3 / 4 -INCH Upper Lower Upper Lower Upper Lower Upper Lower Upper Lower Upper Lower Upper Lower A3 490 490 95 95 95 95 95 95 95 95 1,45 1,45 1,45 1,45 A193, Gr. B7 95 95 95 95 95 95 95 95 95 95 1,45 1,45 1,45 1,45 THREADED ROD SPECIFICATION BANG-IT IN CONCRETE-FILLED STEEL DECK (FIGURE 4B) 1 / 4 -INCH 3 / 8 -INCH M10 M1 1 / -INCH 5 / 8 -INCH 3 / 4 -INCH Upper Lower Upper Lower Upper Lower Upper Lower Upper Lower Upper Lower Upper Lower A3 490 490 845 845 845 845 845 845 845 845 1,05 1,05 1,05 1,05 A193, Gr. B7 845 845 845 845 845 845 845 845 845 845 1,05 1,05 1,05 1,05 THREADED ROD SPECIFICATION BANG-IT IN CONCRETE-FILLED STEEL DECK (FIGURE 4C) 1 / 4 -INCH 3 / 8 -INCH M10 M1 1 / -INCH 5 / 8 -INCH 3 / 4 -INCH Upper Lower Upper Lower Upper Lower Upper Lower Upper Lower Upper Lower Upper Lower A3 490 490 845 845 845 845 845 845 845 845 1,05 1,05 1,05 1,05 A193, Gr. B7 845 845 845 845 845 845 845 845 845 845 1,05 1,05 1,05 1,05 For SI: 1 pound = 4.45 N. For pound-inch unit: 1 inch = 5.4 mm. Illustrative Allowable Stress Design Values in Table 9 are applicable only when all of the following design assumptions are followed: 1 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 Concrete determined to remain uncracked for the life of the anchorage. 4 Load combinations from ACI 318 Section 9. (no seismic loading). 5 30% dead load and 70% live load, controlling load combination 1.D + 1. L. Calculation of the weighted average for α = 1.*0.3 + 1.*0.7 = 1.48. 7 Assuming no edge distance (c a1 1.5h ef ) or corner distance influence (c a 1.5c a1 ) upper flute Bang-It anchors. 8 loads may be applied in any direction. 9 h h min 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. WOOD-KNOCKER 1.) Position insert on formwork nails down..) Drive insert down until flush with the form. 3.) After formwork removal, remove nails as necessary (e.g. flush mounted fixtures). POSITION DRIVE PREPARE ATTACH 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). BANG-IT 1.) 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. 3.) Step on or impact the insert head to engage. Optionally, base plate of insert can also be screwed to steel deck. CREATE HOLE POSITION PREPARE 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). FIGURE 7 WOOD-KNOCKER AND BANG-IT CONCRETE INSERTS MANUFACTUER PUBLISHED INSTALLATION INSTRUCTIONS (MPII)

ESR-357 Most Widely Accepted and Trusted Page 1 of 1 Given: One 3 / 8 Bang It insert with ASTM A3 rod installed in the lower flute of steel deck Steel deck in accordance with Figure 4C of this report (3 7 / 8 m flute width) Anchor is 1 3 / 1 offset from center of flute ( 3 / 4 from close edge, 3 1 / 8 from far edge) Sand lightweight concrete with compressive strength: (f c ) = 3,0000 psi No supplemental reinforcement: (Condition B per ACI 318 11 D.4.3 c) Assume cracked concrete and no seismic h a = 5 ( topping thickness) h ef = 1.75 c a1 = c a,min = 0.75 c a 1.5h ef ( taken as 1.5h ef ) Calculate the factored resistance design strength in tension and equivalent allowable stress design load for the anchor in the given configuration. Calculation in accordance with ACI 318 11 and this report: Code Ref. Report Ref. Step 1. Verify minimum member thickness, spacing and edge distance: h a = 5.0 ( topping thickness, lower flute) h min = 4.5 ( 1.5 topping thickness, lower flute) OK Table 3 D.8 s a = N/A (not applicable) Figure 4C c a1 = 0.75 c a,min = 0.75 OK Step. Calculate steel strength of the anchor in tension: D.5.1.1 4.1. Calculate N sa,insert and N sa a,rod and determinee the controlling steel strength in tension D.5.1. Table 3 and Table 5 D.5.1.1 4.1. Step a. Calculate steel strength of the insert in tension: N sa,insert = 0.5 10,440 =,785 D.5.1. Table 3 D.5.1.1 4.1. Step b. Calculate steel strength of the threaded rod in tension: N sa,rod d,a3 = 0.75 4,555 = 3,395 D.5.1. Table 3 D.5.1.1 Step c. N sa,rod,a3 < N sa,insert threaded rod capacity controls steel strength in tension 4.1. D.5.1. Step 3. Calculate concrete breakout strength of the anchor in tension:,,, D.5..1 (b) 4.1.3 Step 3a. Calculate A Nco and A Nc A Nco = 9hh ef = 9 (1.75) = 7. 4.1.3 D.5..1 (b) A nc = (c a1 + (1.5h ef )) (c a + 1.5h ef ) = (0.75 +.5) ((.5 +.5)) = 17.7 A Nc = 17.7 Figure 4C Step 3b. Calculate ψ ed,n = 1.0 if c a,min 1.5h ef ; ψ ed,n = 0.7 0.3, if ca,min < 1.5h 4.1.3 ef. D.5..5 Table 3 c a,min = 0.75 < 1.5h ef ψ ed,n = 0.7 + 0.3 (0.75/.5) = 0.79 Figure 4C Step 3c. Calculate ψ c,n = 1.0 (for cracked concrete) D.5.. Table 3 Step 3d. Calculate ψ cp,n = 1.0 (for cast in anchors) D.5..7 Step 3f. Calculate N b =. = 4 0.85 3,000 1.75. =,587 Step 3g. Calculate concrete breakout strength of the anchor in tension: N cb = (17.7/7.) 0.79 1.0 1.0,587 = 1,310 Calculate concrete breakout capacity = N cb = 0.70 1,310 = 917 Step 4. Calculate nominal pullout strength of a single anchor in tension: N/A (not applicable) Step 5. Calculate nominal side face blowout strength of the anchor: N/ /A (not applicable) ) Step. Determinee the controlling resistance strength of the anchor in tension: N n = min, = NN cb = 917 Step 7. Calculate allowable stress design conversion factor for loading condition: Assume controlling load combination: 1.D + 1.L ; 30% Dead Load, 70% Live Load α = 1.(0.3) + 1.(0.7) = 1..48 Step 8. Calculate allowable stress design value:,. = 0 D.5.. Table 3 D.3. D.5..1 (a) 4.1.3 D.5.3.1 4.1.1 D.5.4.1 4.1.4 D.4.1 4.1.1 9. 4..1 9. 4..1 FIGURE 8 EXAMPLE STRENGTH DESIGN CALCULATION FORR TENSION CAPACITY OF BANG-IT ANCHOR IN CONCRETE-FILLED STEEL DECK ASSEMBLIESS 7