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1 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 DEWALT Engineered By Powers 1

2 Table of Contents DEWALT Engineered By Powers DEWALT Screw-bolt+(tm) Submittal Section: Competitive Comparisons: - DEWALT Screw-bolt+(tm) vs. HILTI* KH-EZ Product Pages: - General Information - Installation Instructions - Design Tables - Ordering Information Code Reports & Agency Listings: - ICC-ES Approval: ESR-889 (Cracked & Uncracked Concrete) - ICC-ES Approval: ESR-0 (Concrete Masonry Units) Offline version available for download at Powers 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 (800) -.

3 COMPETITIVE COMPARISON SCREW-BOLT+ VS. HILTI* KH-EZ Product Comparison Product Name KH-EZ Company DeWALT Hilti* Description Carbon Steel Screw Anchor Carbon Steel Screw Anchor Size Range (inch) 1/, /8, 1/, /8, / 1/, /8, 1/, /8, / ICC-ES ESR (concrete) ESR-889 ESR-07 Issued 016 Nov 01 Dec Cracked Concrete Yes Yes Seismic Yes Yes Concrete-filled Steel Deck Yes Yes * Hilti is a registered trademark of Hilti Corporation Factored Loads Cracked Concrete 00 psi KH-EZ LBS Ø Anchor (inches) 1/ 1/ /8 /8 /8 1/ 1/ 1/ /8 /8 /8 / h nom (inches) 1-/8 1-/8 1-/8-1/ -1/ -1/ -1/ -1/ -1/ -1/ 0-1/ NO DATA Factored Loads Cracked Concrete 00 psi KH-EZ LBS Ø Anchor (inches) 1/ 1/ /8 /8 /8 1/ 1/ 1/ /8 /8 /8 / h nom (inches) 1-/8 1-/8 1-/8-1/ -1/ -1/ -1/ -1/ -1/ -1/ 0-1/ NO DATA Source: ESR-889 (Issued: 016 Nov), ESR-07 (Issued: 01 Dec)

4 General Information GENERAL INFORMATION SCREW-BOLT+ High Performance Screw Anchor PRODUCT DESCRIPTION The anchor is a one piece, heavy duty screw anchor with a finished hex head. It is simple to install, easy to identify and fully removable. The patented thread design, designed for use with standard ANSI drill bits, reduces installation torque and enhances productivity. The steel threads along the anchor body tap into the hole during installation to provide keyed engagement and allow for reduced edge and spacing distances. The finish is available in bright zinc-plated and mechanically galvanized. Suitable base materials include normal-weight concrete, sand-lightweight concrete, concrete over steel deck, concrete masonry and solid clay brick. GENERAL APPLICATIONS AND USES Racking, shelving and material handling Support ledgers and sill plate attachments Temporary attachments Glazing and window attachments FEATURES AND BENEFITS + + Designed for standard ANSI tolerance drill bits + + Patented thread design offers low installation torque + + Tough threads for tapping high strength concrete Retrofits, repairs and maintenance Fencing and railing Seismic and wind loading + + Ratchet teeth on underside of hex washer head lock against the fixture + + Can be installed closer to the edge than traditional expansion anchors + + Fully removeable and reinstallable in same hole + + Fast installation with powered impact wrench + + Diameter, length and identifying marking stamped on head of each anchor + + One-piece, finished head design APPROVALS AND LISTINGS International Code Council, Evaluation Service (ICC-ES), ESR-889 for concrete. Code compliant with 01 IBC, 01 IRC, 01 IBC, 01 IRC, 009 IBC, and 009 IRC. Tested in accordance with ACI. and ICC-ES AC19 for use in structural applications in concrete under the design provisions of ACI 18 (Strength Design Method) Evaluated and qualified by an accredited independent testing laboratory for recognition in cracked and uncracked concrete including seismic and wind loading (Category 1 anchors) Evaluated and qualified by an accredited independent testing laboratory for reliability against brittle failure, e.g. hydrogen embrittlement GUIDE SPECIFICATIONS CSI Divisions: Concrete Anchors, Masonry Anchors and Post- Installed Concrete Anchors. Screw anchors shall be as supplied by DeWALT, Towson, MD. Anchors shall be installed in accordance with published instructions and the Authority Having Jurisdiction. MATERIAL SPECIFICATIONS Anchor component Anchor Body and hex washer head Plating Standard zinc plated or mechanically galvanized versions Specification Case hardened low carbon steel Zinc plating according to ASTM B 6, SC1 Type III (Fe/Zn ). Minimum plating requirements for Mild Service Condition. Mechanically Galvanized Zinc plating according to ASTM B 69, Class SECTION CONTENTS General Information...1 Installation Specifications... Reference Data (ASD)... Installation Specifications...9 Strength Design (SD)...1 Ordering Information...17 HEAD STYLES Hex Washer Head SCREW-BOLT+ ANCHOR MATERIALS Zinc plated carbon steel or mechanically galvanized ANCHOR SIZE RANGE (TYP.) 1/" diameter through /" diameter (see ordering information) SUITABLE BASE MATERIALS Normal-weight concrete Sand-lightweight concrete Concrete over steel deck C R A T E N S C K E D I O N Z O N E C R C O N E T E SE Q U A I SMI C L I F RE G I C A T CODE LISTED ICC-ES ESR-889 CONCRETE I ON I O N Mechanical Anchors TECHNICAL GUIDE Mechanical Anchors 017 DeWALT REV. b 1

5 Installation Specifications Mechanical Anchors INSTALLATION SPECIFICATIONS Anchor Detail d h d a d bit h nom h o Installation Instructions for Step 1 Using the proper drill bit size, drill a hole into the base material to the required depth. The tolerances of the drill bit used should meet the requirements of ANSI standard B1.1 Nomenclature da = Diameter of Anchor dbit = Diameter of Drill Bit dh = Diameter of Clearance Hole h = base Material Thickness. The value of h should be 1.hnom or ", whichever is greater hnom = Minimum Nominal Embedment ho = Minimum Hole Depth Step Remove dust and debris from hole during drilling (e.g. dust extractor, hollow bit) or following drilling (e.g. suction, forced air) to extract loose particles created during drilling. Hex Head Marking Hex Head Washer Legend Diameter and Length Identification Mark Serrated Underside Step Select a torque wrench or powered impact wrench and do not exceed the maximum torque, Tinst,max or Timpact,max respectively for the selected anchor diameter and embedment. Attach an appropriate sized hex socket/driver to the impact wrench. Mount the screw anchor head into the socket. Step Drive the anchor into the hole until the head of the anchor comes into contact with the fixture. The anchor must be snug after installation. Do not spin the hex socket off the anchor to disengage. TECHNICAL GUIDE Mechanical Anchors 017 DeWALT REV. b REFERENCE DATA (ASD) Installation Specifications for in Concrete and Supplemental Information Anchor Property/Setting Information Anchor outside diameter Notation d Units Nominal drill bit diameter dbit Minimum diameter of hole clearance in fixture Minimum embedment depth Minimum hole depth Minimum member thickness 1 Minimum edge distance Minimum spacing Max Installation torque Max impact wrench power (torque) dh hnom ho hmin cmin smin Tinst,max Timpact,max ft.-f. (N-m) ft.-f. (N-m) Nominal Anchor Diameter (inch) 1/ /8 1/ /8 / 0.0 (6.) 1/ ANSI /8 (9.) 1 () 1-/8 () 1-1/ (8) 1-1/ (8) 19 (6) 10 (0) 0.7 (9.) /8 ANSI 1/ (1.7) 1-1/ (8) 1-7/8 (8) 1-1/ (8) (1) () 00 (07) 0.00 (1.70) 1/ ANSI /8 (1.9) 1-/ -1/8 () 1-/ -/ (70) (61) 00 (07) 0.6 (1.88) /8 ANSI / (19.1) -7/8 (7) -/ (9) 1-/ -/ (70) 60 (81) 700 (90) 0.70 (19.0) / ANSI 7/8 (.) -7/8 (7) -/ (9) 1-/ 70 (9) 700 (90) Impact wrench socket size - 7/16 9/16 / 1/16 1-1/8 Maximum head height - 1/6 /8 1/6 7/6 /6 Maximum washer diameter - 7/6 / 1-1/16 1-1/8 1-1/ Effective tensile stress area (screw anchor body) Minimum specified ultimate strength Minimum specified yield strength Ase futa fy in (mm ) ksi (N/mm ) ksi (N/mm ) 0.0 (9.0) 100 (690) 80 () For SI: 1 inch =. mm, 1 ft-f = 1.6 N-m. 1. The minimum base material thickness shall be the greater of 1. hnom or inches.. See load capacities in normal weight concrete for additional embedment depths (60.6) 9. (68) 7 (11) (11.) 11 (79) 9 (6) 0.7 (176.8) 9 (66) 76 () 0.99 (7.) 9 (66) 76 ()

6 Installation Specifications Mechanical Anchors INSTALLATION SPECIFICATIONS Anchor Detail d h d a d bit h nom h o Installation Instructions for Step 1 Using the proper drill bit size, drill a hole into the base material to the required depth. The tolerances of the drill bit used should meet the requirements of ANSI standard B1.1 Nomenclature da = Diameter of Anchor dbit = Diameter of Drill Bit dh = Diameter of Clearance Hole h = base Material Thickness. The value of h should be 1.hnom or ", whichever is greater hnom = Minimum Nominal Embedment ho = Minimum Hole Depth Step Remove dust and debris from hole during drilling (e.g. dust extractor, hollow bit) or following drilling (e.g. suction, forced air) to extract loose particles created during drilling. Hex Head Marking Hex Head Washer Legend Diameter and Length Identification Mark Serrated Underside Step Select a torque wrench or powered impact wrench and do not exceed the maximum torque, Tinst,max or Timpact,max respectively for the selected anchor diameter and embedment. Attach an appropriate sized hex socket/driver to the impact wrench. Mount the screw anchor head into the socket. Step Drive the anchor into the hole until the head of the anchor comes into contact with the fixture. The anchor must be snug after installation. Do not spin the hex socket off the anchor to disengage. TECHNICAL GUIDE Mechanical Anchors 017 DeWALT REV. b REFERENCE DATA (ASD) Installation Specifications for in Concrete and Supplemental Information Anchor Property/Setting Information Anchor outside diameter Notation d Units Nominal drill bit diameter dbit Minimum diameter of hole clearance in fixture Minimum embedment depth Minimum hole depth Minimum member thickness 1 Minimum edge distance Minimum spacing Max Installation torque Max impact wrench power (torque) dh hnom ho hmin cmin smin Tinst,max Timpact,max ft.-f. (N-m) ft.-f. (N-m) Nominal Anchor Diameter (inch) 1/ /8 1/ /8 / 0.0 (6.) 1/ ANSI /8 (9.) 1 () 1-/8 () 1-1/ (8) 1-1/ (8) 19 (6) 10 (0) 0.7 (9.) /8 ANSI 1/ (1.7) 1-1/ (8) 1-7/8 (8) 1-1/ (8) (1) () 00 (07) 0.00 (1.70) 1/ ANSI /8 (1.9) 1-/ -1/8 () 1-/ -/ (70) (61) 00 (07) 0.6 (1.88) /8 ANSI / (19.1) -7/8 (7) -/ (9) 1-/ -/ (70) 60 (81) 700 (90) 0.70 (19.0) / ANSI 7/8 (.) -7/8 (7) -/ (9) 1-/ 70 (9) 700 (90) Impact wrench socket size - 7/16 9/16 / 1/16 1-1/8 Maximum head height - 1/6 /8 1/6 7/6 /6 Maximum washer diameter - 7/6 / 1-1/16 1-1/8 1-1/ Effective tensile stress area (screw anchor body) Minimum specified ultimate strength Minimum specified yield strength Ase futa fy in (mm ) ksi (N/mm ) ksi (N/mm ) 0.0 (9.0) 100 (690) 80 () For SI: 1 inch =. mm, 1 ft-f = 1.6 N-m. 1. The minimum base material thickness shall be the greater of 1. hnom or inches.. See load capacities in normal weight concrete for additional embedment depths (60.6) 9. (68) 7 (11) (11.) 11 (79) 9 (6) 0.7 (176.8) 9 (66) 76 () 0.99 (7.) 9 (66) 76 () 6

7 Reference Data (ASD) Ultimate Load Capacities for in Normal-Weight Concrete 1, Nominal Anchor Diameter 1/ /8 1/ /8 / Minimum Nominal Embedment Depth 1 () 1-/8 (1) 1-1/ (8) (1) -1/ (8) -1/ (11) 1-/ -1/ (108) -1/ (10) -1/ (8) 6-1/ (19) -1/ (108) 6-1/ (19) f'c =,00 psi (17. MPa) 1, (.9),8 (1.6),60 (16.),60 (11.7),670 (16.) 7,0 (.0) 10,90 (8.),80 (1.6) 6,680 (9.7) 1,60 (9.0) 1,70 (70.0),7 (.) 9,7 (.) 1, (6.) 0,0 (91.) 6,0 (6.8) 11,900 (.9) 19,00 (8.6) 0,9 (91.) 1,660 (7.) 1,660 (7.),0 (9.0),0 (1.8),0 (19.) 6, (8.1) 6, (8.1),98 (6.6) 8,0 (.7) 9,9 (1.8) 9,9 (1.8) 10,61 (7.) 1,06 (.7) 1,67 (60.8) 1,67 (60.8) 11,61 (1.7) 17,0 (7.9) 17,0 (7.9) 17,0 (7.9) f'c =,000 psi (0.7 MPa) 1,00 (6.),99 (1.),8 (17.1),880 (1.8),00 (17.9) 8,10 (6.) 11,9 (.1),11 (1.9) 7,0 (.6) 1, (6.6) 17, (76.7) 6,8 (8.0) 10,68 (7.) 1,80 (70.),7 (100.0) 6,610 (9.) 1,0 (8.0) 0,8 (9.7),0 (99.9) 1,7 (7.8) 1,7 (7.8),10 (9.),890 (17.),7 (1.1) 6,90 (0.8) 6,90 (0.8) 6, (9.) 8,800 (9.1) 10,90 (.8) 10,90 (.8) 11,60 (1.7) 1,0 (8.8) 1,980 (66.6) 1,980 (66.6) 1,7 (6.6) 18,68 (8.1) 18,68 (8.1) 18,68 (8.1) Minimum Concrete Compressive Strength f'c =,000 psi (7.6 MPa) 1,0 (6.8),6 (1.),00 (18.7),0 (1.8),6 (0.7) 9,06 (0.) 1,79 (61.),9 (16.0) 8,0 (7.6) 16,80 (7.) 19,900 (88.) 7, (.) 1,0 (.9) 18,80 (81.),9 (11.) 7,6 (.0) 1,00 (66.9),0 (107.0),90 (11.) 1,910 (8.) 1,910 (8.), (10.),90 (0.0),6 (.) 8,000 (.6) 8,000 (.6) 7,70 (.7) 10,160 (.) 11,88 (.9) 11,88 (.9) 1, (9.7) 1,6 (67.9) 17,9 (76.9) 17,9 (76.9) 1,690 (6.) 1,7 (96.0) 1,7 (96.0) 1,7 (96.0) f'c = 6,000 psi (1. MPa) 1,7 (7.7),6 (1.),70 (19.0),07 (18.1),7 (1.0) 9,06 (0.) 1,07 (67.1),00 (19.6) 8,0 (7.6) 16,80 (7.) 1,10 (9.8) 8,88 (9.) 1,0 (.9) 19,9 (8.8) 1,78 (11.) 9,0 (1.6) 17,7 (78.9) 9,60 (11.0) 1,70 (11.) 1. Tabulated load values are for anchors installed in concrete. Concrete compressive strength must be at a minimum at the time of installation.. Ultimate load capacities must be reduced by a minimum safety factor of.0 or greater to determine allowable working load.,080 (9.),080 (9.), (11.),00 (.) 6, (8.) 8,6 (8.1) 8,6 (8.1) 9,70 (1.) 11, (1.) 1,0 (60.1) 1,0 (60.1) 16, (7.) 17,170 (76.) 19,8 (86.7) 19,8 (86.7) 17,99 (80.0),70 (108.0),70 (108.0),70 (108.0) f'c = 8,000 psi (. MPa) 1,7 (7.7),6 (1.),70 (19.0),07 (18.1), (.) 10,0 (6.0) 1,07 (67.1),00 (19.6) 8,0 (7.6) 16,80 (7.) 1,10 (9.8) 8,88 (9.) 1,0 (.9),80 (99.1) 1,78 (11.) 9,0 (1.6) 0,90 (91.1) 9,60 (11.0) 1,70 (11.),080 (9.),080 (9.), (11.) 6, (8.) 6, (8.) 8,6 (8.1) 8,6 (8.1) 10,70 (7.6) 11, (1.) 1,0 (60.1) 1,0 (60.1) 17,170 (76.) 17,170 (76.) 19,8 (86.7) 19,8 (86.7) 0,77 (9.),70 (108.0),70 (108.0),70 (108.0) TECHNICAL GUIDE Mechanical Anchors 017 DeWALT REV. b Mechanical Anchors 7

8 Reference Data (ASD) Mechanical Anchors Allowable Load Capacities for in Normal-Weight Concrete 1,,, Nominal Anchor Diameter 1/ /8 1/ /8 / Minimum Nominal Embedment Depth 1 () 1-/8 (1) 1-1/ (8) (1) -1/ (8) -1/ (11) 1-/ -1/ (108) -1/ (10) -1/ (8) 6-1/ (19) -1/ (108) 6-1/ (19) f'c =,00 psi (17. MPa) 0 (1.) 710 (.) 91 (.1) 660 (.9) 90 (.1) 1,8 (8.),7 (1.1) 710 (.) 1,670 (7.),1 (1.7),9 (17.) 1, (6.),0 (10.9),61 (16.1),10 (.8) 1,10 (6.7),97 (1.),7 (1.),1 (.8) 1 (1.8) 1 (1.8) 0 (.) 890 (.0) 1,080 (.8) 1,80 (7.0) 1,80 (7.0) 1,9 (6.7),010 (8.9),0 (10.),0 (10.),6 (11.8),01 (1.),0 (1.),0 (1.),90 (1.9),6 (19.0),6 (19.0),6 (19.0) f'c =,000 psi (0.7 MPa) 0 (1.6) 70 (.) 96 (.) 70 (.) 1,00 (.),0 (9.1),98 (1.) 780 (.) 1,80 (8.1),60 (16.1),10 (19.) 1,70 (7.0),670 (11.9),960 (17.6),60 (.0) 1,6 (7.),60 (1.),10 (.),61 (.0) 0 (.0) 0 (.0) (.) 97 (.) 1,18 (.) 1,7 (7.7) 1,7 (7.7) 1,60 (7.),00 (9.8),7 (11.),7 (11.),910 (1.9),0 (1.7),7 (16.7),7 (16.7),180 (1.1),670 (0.8),670 (0.8),670 (0.8) Minimum Concrete Compressive Strength f'c =,000 psi (7.6 MPa) 8 (1.7) 81 (.6) 1,00 (.7) 8 (.7) 1,160 (.),6 (10.1),0 (1.) 900 (.0),11 (9.),10 (18.),97 (.1) 1,81 (8.1),08 (1.7),70 (0.) 6,90 (8.9) 1,910 (8.),76 (16.7) 6,01 (6.8) 6,80 (8.8) 80 (.1) 80 (.1) 8 (.6) 1,1 (.0) 1,6 (6.1),000 (8.9),000 (8.9) 1,89 (8.),0 (11.),970 (1.),970 (1.), (1.9),81 (17.0), (19.), (19.),67 (16.),9 (.0),9 (.0),9 (.0) f'c = 6,000 psi (1. MPa) 0 (1.9) 81 (.6) 1,070 (.8) 1,00 (.) 1,180 (.),6 (10.1),770 (16.8) 1,100 (.9),11 (9.),10 (18.),0 (.7),0 (9.9),08 (1.7),8 (1.) 7,9 (.),0 (10.), (19.7) 7,6 (.8) 7,90 (.) 1. Tabulated load values are for anchors installed in concrete. Concrete compressive strength must be at the specified minimum at the time of installation.. Allowable load capacities are calculated using an applied safety factor.0.. Allowable load capacities must be multiplied by reduction factors when anchor spacing or edge distances are less than critical distances.. Linear interpolation may be used to determine allowable loads for intermediate embedments and compressive strengths. 0 (.) 0 (.) 6 (.8) 1,7 (6.1) 1,8 (7.1),10 (9.),10 (9.),0 (10.),88 (1.8),80 (1.0),80 (1.0),110 (18.),9 (19.1),870 (1.7),870 (1.7),00 (0.0) 6,070 (7.0) 6,070 (7.0) 6,070 (7.0) f'c = 8,000 psi (. MPa) 0 (1.9) 81 (.6) 1,070 (.8) 1,00 (.) 1,6 (6.1),90 (11.),770 (16.8) 1,100 (.9),11 (9.),10 (18.),0 (.7),0 (9.9),08 (1.7),70 (.8) 7,9 (.),0 (10.),1 (.8) 7,6 (.8) 7,90 (.) 0 (.) 0 (.) 6 (.8) 1,90 (7.1) 1,8 (7.1),10 (9.),10 (9.),67 (11.9),88 (1.8),80 (1.0),80 (1.0),9 (19.1),9 (19.1),870 (1.7),870 (1.7),19 (.1) 6,070 (7.0) 6,070 (7.0) 6,070 (7.0) TECHNICAL GUIDE Mechanical Anchors 017 DeWALT REV. b 8

9 Reference Data (ASD) LOAD ADJUSTMENT FACTORS FOR NORMAL-WEIGHT CONCRETE Edge Distance Reduction Factors - (F NC) Diameter (in) 1/ /8 1/ /8 / Nominal Embedment hnom (in) 1 1-/8 1-1/ -1/ -1/ 1-/ -1/ -1/ -1/ 6-1/ -1/ 6-1/ M Edge Distance cmin (in) 1-1/ 1-1/ 1-1/ 1-1/ 1-1/ 1-1/ 1-1/ 1-/ 1-/ 1-/ 1-/ 1-/ 1-/ 1-/ 1-/ 1-/ 1-/ 1-/ 1-/ 1-1/ / / / / / / / / / / Edge Distance (inches) Spacing Reduction Factors - (F NS) Diameter (in) 1/ /8 1/ /8 / Nominal Embedment hnom (in) 1 1-/8 1-1/ -1/ -1/ 1-/ -1/ -1/ -1/ 6-1/ -1/ 6-1/ Minimum Spacing smin (in) 1-1/ 1-1/ 1-1/ -/ -/ -/ -/ -/ -/ -/ -/ 1-1/ / / / / / / / / / / / / Spacing Distance (inches) TECHNICAL GUIDE Mechanical Anchors 017 DeWALT REV. b Mechanical Anchors 9

10 Reference Data (ASD) Mechanical Anchors Edge Distance Reduction Factors - (F VC) Diameter (in) 1/ /8 1/ /8 / Nominal Embedment hnom (in) 1 1-/8 1-1/ -1/ -1/ 1-/ -1/ -1/ -1/ 6-1/ -1/ 6-1/ M Edge Distance cmin(in) 1-1/ 1-1/ 1-1/ 1-1/ 1-1/ 1-1/ 1-1/ 1-/ 1-/ 1-/ 1-/ 1-/ 1-/ 1-/ 1-/ 1-/ 1-/ 1-/ 1-/ 1-1/ / / / / / / / / Edge Distance (inches) TECHNICAL GUIDE Mechanical Anchors 017 DeWALT REV. b Spacing Reduction Factors - (F VS) Diameter (in) 1/ /8 1/ /8 / Nominal Embedment hnom (in) 1 1-/8 1-1/ -1/ -1/ 1-/ -1/ -1/ -1/ 6-1/ -1/ 6-1/ Minimum Spacing smin (in) 1-1/ 1-1/ 1-1/ -/ -/ -/ -/ -/ -/ -/ -/ 1-1/ / / / / / / / / Spacing Distance (inches)

11 Reference Data (ASD) Ultimate Load Capacities for in Normal-Weight Concrete at Minimum Edge 1, Nominal Anchor Diameter d 1/ /8 1/ /8 / Minimum Nominal Embedment Depth Minimum Edge Distance 1-/8 (1) 1-1/ (8) 1-1/ (8) (1) -1/ (8) -1/ (11) 1-/ -1/ (108) -1/ (10) -1/ (8) 6-1/ (19) -1/ (108) 6-1/ (19) 1-1/ (8) 1-/ (8) 1-/ 1-/ Minimum Concrete Compressive Strength f'c =,00 psi (17. MPa) f'c =,000 psi (0.7 MPa) f'c =,000 psi (7.6 MPa),060 (9.),80 (1.0),10 (9.),600 (11.6),60 (19.8) 7,680 (.),80 (1.6),80 (17.0) 6,860 (0.) 1,600 (6.0),60 (.) 8,60 (7.) 10,0 (.) 7,0 (.) 9,10 (0.7) 1,0 (6.1) 1,00 (.8) 1,80 (7.0) 1,060 (.7) 1,60 (6.9),080 (9.),080 (9.),00 (9.1),60 (10.),80 (1.6),80 (1.6),800 (1.),660 (16.),660 (16.),60 (1.),60 (1.),60 (1.),60 (10.1),700 (16.),0 (10.),80 (1.6),880 (1.7) 8,0 (7.),11 (1.9),180 (18.6) 7,0 (.) 1,800 (61.),760 (.6) 9,160 (0.7) 11,00 (9.8) 7,90 (.) 10,00 (.6) 1,800 (70.) 1,0 (6.) 1,70 (7.7) 1,160 (.) 1,700 (7.6),80 (10.1),80 (10.1),0 (9.9),80 (11.),80 (1.9),80 (1.9),060 (1.6),00 (17.9),00 (17.9),780 (16.8),780 (16.8),780 (16.8) 1. Tabulated load values are for anchors installed in concrete. Concrete compressive strength must be at the specified minimum at the time of installation.. Ultimate load capacities must be reduced by a minimum safety factor of.0 or greater to determine allowable working load.,600 (11.6),80 (19.0),680 (11.9),80 (1.6),60 (.1) 9,70 (.),9 (16.0),80 (1.) 8,680 (8.6) 1,90 (70.9) 6,60 (9.) 10,80 (7.1) 1,90 (7.6) 9,160 (0.7) 11,60 (1.) 18,0 (81.1) 1,60 (7.),000 (8.9) 1,0 (6.0) 1,960 (8.7),60 (11.7),60 (11.7),80 (11.),980 (1.),10 (18.),10 (18.),0 (1.7),60 (0.6),60 (0.6),60 (19.),60 (19.),60 (19.) TECHNICAL GUIDE Mechanical Anchors 017 DeWALT REV. b Mechanical Anchors

12 Reference Data (ASD) Mechanical Anchors Allowable Load Capacities for in Normal-Weight Concrete at Minimum Edge 1,,, Nominal Anchor Diameter d 1/ /8 1/ /8 / Minimum Nominal Embedment Depth Minimum Edge Distance 1-/8 (1) 1-1/ (8) 1-1/ (8) (1) -1/ (8) -1/ (11) 1-/ -1/ (108) -1/ (10) -1/ (8) 6-1/ (19) -1/ (108) 6-1/ (19) 1-1/ (8) 1-/ (8) 1-/ 1-/ Minimum Concrete Compressive Strength f'c =,00 psi (17. MPa) f'c =,000 psi (0.7 MPa) f'c =,000 psi (7.6 MPa) 1 (.) 8 (.8) 0 (.) 60 (.9) 1,11 (.0) 1,90 (8.) 710 (.) 9 (.) 1,71 (7.6),10 (1.0) 1,1 (.8),090 (9.),60 (11.) 1,810 (8.1),8 (10.),60 (16.0) (1.) 9 (1.8) 6 (1.) 90 (1.7) 0 (.) 0 (.) 10 (.) 90 (.6) 80 (.6) 80 (.6) 700 (.1) 91 (.1) 91 (.1) 86 (.8) 86 (.8) 86 (.8) 6 (.) 9 (.1) 80 (.6) 710 (.) 1,0 (.),10 (9.) 780 (.) 1,0 (.6) 1,880 (8.),0 (1.) 1,0 (6.),90 (10.),800 (1.) 1,980 (8.8),0 (11.1),90 (17.6) (1.6) (1.9) 90 (1.) (1.9) 70 (.) 70 (.) (.) 6 (.9) 89 (.0) 89 (.0) 76 (.) 1,00 (.) 1,00 (.) 9 (.) 9 (.) 9 (.) 1. Tabulated load values are for anchors installed in concrete. Concrete compressive strength must be at the specified minimum at the time of installation.. Allowable load capacities are calculated using an applied safety factor.0.. Allowable load capacities must be multiplied by reduction factors when anchor spacing or edge distances are less that critical distances.. Linear interpolation may be used to determine allowable loads for intermediate embedments and compressive strengths. 60 (.9) 1,070 (.8) 670 (.0) 80 (.6) 1,10 (6.),0 (10.8) 900 (.0) 1,0 (.),170 (9.7),98 (17.7) 1,660 (7.),6 (11.8), (1.),90 (10.),890 (1.9),60 (0.) 10 (1.8) 00 (.) (1.) 90 (.) 660 (.9) 660 (.9) 6 (.9) 7 (.) 1,0 (.6) 1,0 (.6) 88 (.9) 1,160 (.) 1,160 (.) 1,090 (.8) 1,090 (.8) 1,090 (.8) TECHNICAL GUIDE Mechanical Anchors 017 DeWALT REV. b 8 1

13 Installation Specifications INSTALLATION SPECIFICATIONS Installation Specifications in Concrete and Supplemental Information 1,,, Anchor Property/ Setting Information Nominal anchor diameter Minimum diameter of hole clearance in fixture Notation da dh Units Nominal drill bit diameter dbit Minimum nominal embedment depth Effective Embedment Minimum hole depth Minimum concrete member thickness Minimum edge distance 6 Minimum spacing distance 6 Critical edge distance Minimum overall anchor length 7 Maximum Installation torque Maximum impact wrench power (torque) Impact wrench socket size hnom hef hhole hmin cmin smin cac lanch Tinst,max Timpact,max ft.-f. (N-m) ft.-f (N-m). 1-/8 (1) 1.0 (0) (1) -1/ (8).0 (109) 1-/ 19 (6) Nominal Anchor Diameter (inch) CODE LISTED ICC-ES ESR-889 1/ /8 1/ /8 / 0.0 (6.) /8 (9.) 1/ ANSI 1-1/ (8) 1-1/ (8) 10 (0) 1.9 (9) -7/8 (7) 6.10 (1) () (1) 1. () -/8 (60) -1/ (89).00 () 0.7 (9.) 1/ (1.7) /8 ANSI 1.7-7/8 (7) cmin = 1-1/ (8) for smin smin = (1) for cmin (1) 6.0 (160) () 00 (07) -1/ (8).9 (61) -/8 (9) 7.80 (198) 0 () 1.7-7/8 (7) -1/ (11).0 (8) (61) 0.00 (1.7) /8 (1.9) 1/ ANSI.17 () -/8 (86) -1/ (1) 1-/ -/ (70).90 (10) (61) 00 (07) -1/ (108). (8) -/8 (117) 6-/ (171) 8.10 (06) 60 (81) -1/. (7) -/8 (9) 6.0 (160) 0.6 (1.9) / (19.1) /8 ANSI.88 (7) -/8 (111) 6 (1) 1-/ -/ (70) 7.90 (01) 60 (81) 700 (90).7 (9) -/8 (17) 7 (178) (7) 6 (1) 0.70 (19.0) 7/8 (.) 7/8 ANSI -1/ (108).08 (78) -/8 (117) 6 (1) 1-/ (77) 70 (9) 700 (90) - 7/16 9/16 / 1/16 1-1/8 Maximum head height - 1/6 /8 1/6 7/6 /6 Maximum washer diameter - 7/6 / 1-1/16 1-1/8 1-1/ Effective tensile stress area (screw anchor body) Minimum specified ultimate strength Minimum specified yield strength Mean axial stiffness 8 Uncracked concrete Cracked concrete Ase futa fy buncr bcr in (mm ) ksi (N/mm ) ksi (N/mm ) f/in (kn/mm) f/in (kn/mm) 0.0 (9.0) 100 (690) 80 () 1,,000 (11),000 (60) 0.09 (60.6) 9. (68) 7 (11) 1,17,000 (19) 0,000 (6) (11.) 11 (79) 9 (6) 1,01,000 (171) 9,000 (9) 0.7 (176.8) 9 (66) 76 () 919,000 (1) 78, (7.) 9 (66) 76 () 1,08,000 (17) 19,000 (71) For SI: 1 inch =. mm; 1 ksi = 6.89 N/mm ; 1 ft- = 1.6 N-m; 1 = 0.00 kn. 1. The information presented in this table is to be used in conjunction with the design criteria of ACI 18-1 Chapter 17 or ACI Appendix D, as applicable.. For installations in the topside of concrete-filled steel deck assemblies with minimum concrete member thickness, hmin,deck, of. inches above the upper flute (topping thickness). See the table for anchor setting information for installation on the top of concrete-filled steel deck assemblies and the top of concrete over steel deck installation detail.. For installations in the topside of concrete-filled steel deck assemblies with sand-lightweight concrete fill, the maximum installation torque, Tinst,max, is 18 ft.-.. For installations through the soffit of steel deck assemblies into concrete, see the design information table for installation in the soffit of concrete-filled steel deck assemblies and the installation details in the soffit of concrete over steel deck for the applicable steel deck profile. Tabulated minimum spacing values are based on anchors installed along the flute with axial spacing equal to the greater of hef or 1. times the flute width.. The embedment depth, hnom, is measured from the outside surface of the concrete member to the embedded end of the anchor. 6. Additional combinations for minimum edge distance, cmin, and minimum spacing distance, smin, may be derived by linear interpolation between the given boundary values for the /8-inch diameter anchors. 7. The listed minimum overall anchor length is based on the anchor sizes commercially available at the time of publication compared with the requirements to achieve the minimum nominal embedment depth, including consideration of a fixture attachment. The minimum nominal anchor length is measured from under the head to the tip of the anchor. 8. Mean values shown, actual stiffness varies considerably depending on concrete strength, loading and geometry of application. TECHNICAL GUIDE Mechanical Anchors 017 DeWALT REV. b Mechanical Anchors 1 9

14 Installation Specifications Mechanical Anchors Anchor Setting Information for Installation on the Top of Concrete- Filled Steel Deck Assemblies with Minimum Topping Thickness 1,,, Anchor Property / Setting Information Notation Units Nominal anchor diameter Minimum diameter of hole clearance in fixture da dh Nominal Anchor Size (inch) CODE LISTED ICC-ES ESR-889 1/ /8 1/ 0.0 (6.) /8 (9.) 0.7 (9.) 1/ (1.7) 0.00 (1.7) /8 (1.9) Nominal drill bit diameter dbit 1/ ANSI /8 ANSI 1/ ANSI Minimum nominal embedment depth Effective embedment Minimum hole depth Minimum concrete member thickness (topping thickness) Minimum edge distance Minimum spacing distance Critical edge distance Minimum nominal anchor length 6 Maximum impact wrench power (torque) Max. installation torque hnom hef ho hmin,deck cmin,deck,top smin,deck,top cac,deck,top lanch Timpact,max Tinst,max ft.-. (N-m) ft.-. (N-m) 1-/8 (1) 1.0 (0) (1) 1-/ 18 7 (6) Wrench socket size - 7/16 9/16 / Max. head height - 1/6 /8 1/6 Max. washer diameter - 7/6 / 1-1/16 For SI: 1 inch =. mm; 1 ksi = 6.89 N/mm ; 1 ft- = 1.6 N-m; 1 = 0.00 kn. 1. The anchors may be installed in the topside of concrete-filled steel deck floor and roof assemblies in accordance with this table, the anchor installation specifications in concrete table and the top of concrete over steel deck installation detail provided the concrete thickness above the upper flute meets the minimum thicknesses specified in this table. Minimum concrete member thickness, hmin,deck, refers to the concrete thickness above the upper flute (topping thickness). See the top of concrete over steel deck installation detail.. Applicable to the following conditions: For 1/-inch-diameter anchors with 1-/8-inch nominal embedment, -inch hmin,deck < -1/-inch. For 1/-inch-diameter anchors with -inch nominal embedment, -inch hmin,deck < -inch. For /8-inch-diameter anchors with -inch nominal embedment, -inch hmin,deck < -1/-inch. For 1/-inch-diameter anchors with -inch nominal embedment, -inch hmin,deck < -1/-inch.. For all other anchor diameters and embedment depths, refer to the anchor installation specifications in concrete table for applicable values of hmin, cmin and smin, which can be substituted for hmin,deck, cmin,deck,top and smin,deck,top, respectively.. Design capacities shall be based on calculations according to values in Design Information and the Design Information tables.. The embedment depth, hnom, is measured from the outside surface of the concrete member to the embedded end of the anchor. 6. The listed minimum overall anchor length is based on the anchor sizes commercially available at the time of publication compared with the requirements to achieve the minimum nominal embedment depth, including consideration of a fixture attachment for hex head anchors. The minimum nominal anchor length is measured from under the head to the tip of the anchor. 7. For installations in the topside of concrete-filled steel deck assemblies with normal-weight concrete fill, a maximum installation torque, Tinst,max, of 19 ft.- is allowed. 1-1/ (8) 1-1/ (8) 10 (0) 1.9 (9) () (1) 1. () -/8 (60) (1) (1). (89) 00 (07) () (1) 00 (07) (61) TECHNICAL GUIDE Mechanical Anchors 017 DeWALT REV. b

15 Installation Specifications Installation Detail for Anchors in the Top of Concrete Over Steel Deck Floor and Roof Assemblies with Minimum Topping Thickness (See Dimensional Profile Requirements) 1, M " M 1-1/" SAND LIGHTWEIGHT CONCRETE OR NORMAL WEIGHT CONCRETE OVER STEEL DECK (MINIMUM,00 PSI) Anchor (Typ) M 1-/" (Typ) M " (Typ) M -1/" (Typ) M 6" (Typ) Lower Flute (Ridge) Upper Flute (Valley) No. 0 Gage Steel Deck M Flute Edge Installation Detail for Anchors in the Soffit of Concrete Over Steel Deck Floor and Roof Assemblies (See Dimensional Profile Requirements) 1,, M " Max. " M -7/8" (Typ) SAND-LIGHTWEIGHT CONCRETE OR NORMAL WEIGHT CONCRETE OVER STEEL DECK (MINIMUM,000 PSI) Anchor (Typ) /" Clearance M M 1" M -7/8" (Typ) M 1 (Typ) Lower Flute (Ridge) Upper Flute (Valley) No. 0 Gage Steel Deck M Flute Edge Installation Detail for Anchors in the Soffit of Concrete Over Steel Deck Floor and Roof Assemblies (See Dimensional Profile Requirements) 1,, M " Max. 1-1/" SAND-LIGHTWEIGHT CONCRETE OR NORMAL WEIGHT CONCRETE OVER STEEL DECK (MINIMUM,000 PSI) M " (Typ) Anchor (Typ) M 7/8" M 1-/" /" Clearance M M -1/" (Typ) Lower Flute (Ridge) Upper Flute (Valley) No. 0 Gage Steel Deck M Flute Edge 1. Anchors may be placed in the top side of concrete over steel deck profiles provided the minimum concrete thickness above the upper flute (topping thickness), minimum spacing distance and minimum edge distances are satisfied as given in Anchor Setting Information for Installation on the Top of Concrete-Filled Steel Deck Assemblies with Minimum Topping Thickness table.. For all other anchor diameters and embedment depths installed in the top of concrete over steel deck profiles with topping thickness greater than or equal to the minimum concrete member thicknesses given in the Installation Specifications in Concrete table, the minimum spacing distances and minimum edge distances must be used from the Installation Specifications in Concrete table, as applicable. 1. Anchors may be placed in the upper flute or lower flute of concrete-filled steel deck profiles provided the minimum hole clearance of /-inch is satisfied for the selected anchor. See the and Design information for Anchors Installed in the Soffit of Concrete-Filled Steel Deck Assemblies table.. Anchors in the lower flute may be installed with a maximum 1/16 -inch offset in either direction from the center of the flute. The offset distance may be increased proportionally for profiles with lower flute widths greater than those shown provided the minimum lower flute edge distance is also satisfied (e.g. 1-1/ -inch offset for -1/-inch wide flute).. See the and Design information for Anchors Installed in the Soffit of Concrete-Filled Steel Deck Assemblies table for design data. 1. Anchors may be placed in the upper flute or lower flute of the concretefilled steel deck profiles provided the minimum hole clearance of /-inch is satisfied for the selected anchor. See the and Design information for Anchors Installed in the Soffit of Concrete-Filled Steel Deck Assemblies table.. Anchors in the lower flute may be installed in the center of the flute. An offset distance may be given proportionally for profiles with flute widths greater than those shown provided the minimum lower flute edge distance is also satisfied.. See the and Design information for Anchors Installed in the Soffit of Concrete-Filled Steel Deck Assemblies table for design data. TECHNICAL GUIDE Mechanical Anchors 017 DeWALT REV. b Mechanical Anchors

16 Strength Design (SD) Mechanical Anchors TECHNICAL GUIDE Mechanical Anchors 017 DeWALT REV. b STRENGTH DESIGN (SD) Design Information For Anchor In Concrete 1, Design Characteristic Notation Units Nominal Anchor Diameter CODE LISTED ICC-ES ESR-889 1/ /8 1/ /8 / Anchor category 1, or Minimum nominal embedment depth hnom Steel strength in tension Nsa 10 1-/8 (1) (1) -1/ (8) Steel Strength in (ACI or ACI D..1), (0.) 8,70 (8.8) Reduction factor for steel strength, f Effective embedment Critical edge distance Critical edge distance, topside of concrete-filled steel decks with minimum topping thickness 9 Effectiveness factor for uncracked concrete 0,7 (91.1) Concrete Breakout Strength in (ACI or ACI D..) hef cac cac,deck,top 1.0 (0).0 (109) (9) 6.10 (1) ().00.0 (89) (160).9 (61) 7.80 (198) (8) (1).17 ().90 (10) -1/ (108). (8) 8.10 (06) -1/. (7) 6.0 (160) 6,60 (116.8).88 (7) 7.90 (01).7 (9) (7) -1/ (108) 8,16 (169.8).08 (78) (77) kuncr Effectiveness factor for cracked concrete kcr Modification factor for cracked and uncracked concrete Ψc,N Reduction factor for concrete breakout strength f (Condition B) Characteristic pullout strength, uncracked concrete (,00 psi) 6,10 Characteristic pullout strength, cracked concrete (,00 psi) 6,10 Pullout Strength in (Non-Seismic Applications) (ACI or ACI D..) Np,uncr Np,cr See Note 7 See Note 7 See Note 7 See Note 7 76 (.) 1,1 (6.) See Note 7 1,6 (7.),1 (11.) Reduction factor for pullout strength f (Condition B) Characteristic pullout strength, seismic (,00 psi) 6,8,10 Neq,700 (0.9) Pullout Strength in for Seismic Applications (ACI or ACI D...) 60 (1.6) 1,170 (.) 900 (.0) 1,6 (7.),76 (1.) 1,6 (7.),1 (11.) Reduction factor for pullout strength f (Condition B),080 (1.7),70 (1.0) 6,900 (0.7) See Note 7 See Note 7 For SI: 1 inch =. mm; 1 ksi = 6.89 N/mm ; 1 ft- = 1.6 N-m; 1 = 0.00 kn. 1. The data in this table is intended to be used with the design provisions of ACI 18-1 Chapter 17 or ACI Appendix D, as applicable; for anchors resisting seismic load combinations the additional requirements of ACI or ACI D.., as applicable, shall apply.. Installation must comply with published instructions and details.. All values of φ were determined from the load combinations of IBC Section 160., ACI 18-1 Section., or ACI Section 9.. If the load combinations of ACI Appendix C are used, then the appropriate value of φ must be determined in accordance with ACI D... For reinforcement that complies with ACI 18-1 Chapter 17 or ACI Appendix D requirements for Condition A, see ACI (c) or ACI Section D..(c), as applicable for the appropriate φ factor when the load combinations of IBC Section 160., ACI 18-1 Section. or ACI Section 9. are used.. The anchors are considered a brittle steel elements as defined by ACI or ACI D.1, as applicable.. Select the appropriate effectiveness factor for cracked concrete (kcr) or uncracked concrete (kuncr) and use Yc,N = For all design cases Yc,P = 1.0. The characteristic pullout strength, Npn, for concrete compressive strengths greater than,00 psi for 1/-inch-diameter anchors may be increased by multiplying the value in the table by (f c /,00) 0. for psi or (f c / 17.) 0. for MPa. The characteristic pullout strength, Npn, for concrete compressive strengths greater than,00 psi for /8-inch- to /-inch-diameter anchors may be increased by multiplying the value in the table by (f c /,00) 0. for psi or (f c / 17.) 0. for MPa. 7. Pullout strength does not control design of indicated anchors and does not need to be calculated for indicated anchor size and embedment. 8. Reported values for characteristic pullout strength in tension for seismic applications are based on test results per ACI., Section 9..Y 9. Anchors are permitted in the topside of concrete-filled steel deck assemblies in accordance with the Installation Detail for Anchors in the Top of Concrete Over Steel Deck Floor and Roof Assemblies with Minimum Topping Thickness. 10. Anchors are permitted to be used in lightweight concrete provided the modification factor λa equal to 0.8λ is applied to all values of f'c affecting Nn. 11. Tabulated critical edge distance values, cac,deck,top, are for anchors installed in the top of concrete over steel deck profiles with a minimum concrete thickness, hmin,deck, of. inches above the upper flute (topping thickness). For minimum topping thickness greater than or equal to the minimum concrete member thicknesses, hmin, given in the Installation Specifications table, the associated critical edge distance, cac, for indicated anchor diameters and embedment depths may be used in the calculation of Ycp,N as applicable.,700 (0.9) 1,910 (8.), (10.9),70 (1.0),08 (18.)

17 Strength Design (SD) Design Information for Anchor in Concrete 1,,7,8 Design Characteristic Notation Units Nominal Anchor Diameter CODE LISTED ICC-ES ESR-889 1/ /8 1/ /8 / Anchor category 1, or Minimum nominal embedment depth Steel strength in shear hnom Vsa 1-/8 (1) (1) -1/ (8) Steel Strength in (ACI or ACI D.6.1) 1,6 (7.),00 (9.1),6 (1.),6 (1.), (19.) 8,860 (9.) Reduction factor for steel strength, f Steel strength in shear, seismic 6 8,860 (9.) -1/ (108) 11,17 (9.7) Steel Strength in for Seismic Applications (ACI or ACI D...) Veq 1,60 (6.1) 1,700 (7.7),1 (10.9),1 (10.9),00 (1.6) 7,090 (1.9) Reduction factor for steel strength, in shear for seismic f Nominal anchor diameter Load bearing length of anchor da le 7,090 (1.9) Concrete Breakout Strength in (ACI or ACI D.6.) 1.0 (0) 0.0 (6.) 0.7 (9.) (1.7).17 () Reduction factor for concrete breakout f (Condition B) 1.9 (9) 1. ().9 (61) 1.7 Pryout Strength in (ACI or ACI D.6.) 8,90 (0.) -1/ 1,10 (.8) 9,8 (.) 1,10 (.8) 9,8 (.) 0.6 (1.9).88 (7) Coefficient for pryout strength kcp Effective embedment hef 1.0 (0) Reduction factor for pryout strength f (Condition B) 1.9 (9) 1. () For SI: 1 inch =. mm; 1 ksi = 6.89 N/mm ; 1 ft- = 1.6 N-m; 1 = 0.00 kn. 1. The data in this table is intended to be used with the design provisions of ACI 18-1 Chapter 17 or ACI Appendix D, as applicable; for anchors resisting seismic load combinations the additional requirements of ACI or ACI D.., as applicable shall apply.. Installation must comply with published instructions and details.. All values of φ were determined from the load combinations of IBC Section 160., ACI 18-1 Section., or ACI Section 9.. If the load combinations of ACI Appendix C are used, the appropriate value of φ must be determined in accordance with ACI Section D... For reinforcement that complies with ACI 18-1 Chapter 17 or ACI Appendix D requirements for Condition A, see ACI (c) or ACI D..(c), as applicable, for the appropriate φ factor when the load combinations of IBC Section 160., ACI 18-1 Section., or ACI Section 9. are used.. The anchors are considered a brittle steel elements as defined by ACI or ACI D.1.. Reported values for steel strength in shear are based on test results per ACI., Section 9. and must be used for design in lieu of the calculated results using equation (b) of ACI 18-1 or equation D-9 in ACI D Reported values for steel strength in shear are for seismic applications and based on test results in accordance with ACI., Section 9.6 and must be used for design. 7. Anchors are permitted in the topside of concrete-filled steel deck assemblies in accordance with the Installation Detail for Anchors in the Top of Concrete Over Steel Deck Floor and Roof Assemblies with Minimum Topping Thickness. 8. Anchors are permitted to be used in lightweight concrete in provided the modification factor λa equal to 0.8λ is applied to all values of f'c affecting Nn (61) (). (8). (8). (7). (7).88 (7) 1,8 (69.) 1,6 (6.1).7 (9).7 (9) -1/ (108) 19,60 (8.7) 1,0 (69.) 0.70 (19.1).08 (78).08 (78) TECHNICAL GUIDE Mechanical Anchors 017 DeWALT REV. b Mechanical Anchors

18 Strength Design (SD) Mechanical Anchors TECHNICAL GUIDE Mechanical Anchors 017 DeWALT REV. b and Design Information for Anchor in the Soffit (Through the Underside) of Concrete-Filled Steel Deck Assemblies 1,,,,,6 Anchor Property/Setting Information Notation Units Minimum nominal embedment depth Effective Embedment Minimum hole depth Minimum concrete member thickness 7 Characteristic pullout strength, uncracked concrete over steel deck, (,000 psi) Characteristic pullout strength, cracked concrete over steel deck, (,000 psi) Characteristic pullout strength, cracked concrete over steel deck,seismic, (,000 psi) hnom hef ho 1-/8 (1) 1.0 (0) 1-/ Nominal Anchor Diameter (inch) CODE LISTED ICC-ES ESR-889 1/ /8 1/ /8 / 1.9 (9) -/8 (67) (1) 1. () -1/8 () 1.7 -/8 (67) -1/ (8).9 (61) -/8 (86) 1.7 -/8 (67).17 () -1/8 (79) -1/ (108). (8) -/8 (111) -1/. (7) -/8 (86) Anchors Installed Through the Soffit of Steel Deck Assemblies into Concrete (Minimum -7/8-inch-wide deck flute) hmin,deck,total Np,deck,uncr Np,deck,cr Np,deck,eq -1/ (10) 1,0 (6.) 61 (.7) 90 (1.) -1/ (10), (11.) 1,11 (.0) 90 (.1) -1/ (10),7 (10.1) 1,90 (.7) 890 (.0) -1/ (10),6 (11.8) 1,880 (8.) 1,70 (7.0) -1/ (10), (1.),90 (10.),01 (9.0) -1/ (10),600 (11.6) 1,0 (.) 1,0 (.) Reduction factor for pullout strength 8 f Steel strength in shear, concrete over steel deck Steel strength in shear, concrete over steel deck, seismic Vsa,deck Vsa,deck,eq 1,1 (.1) 960 (.),9 (11.),16 (9.6),70 (11.0) 1,7 (7.7),70 (11.0) 1,900 (8.), (1.),0 (10.0), (10.8) 1,90 (8.7) Reduction factor for steel strength in shear for concrete over steel deck 8 f Minimum concrete member thickness 7 Characteristic pullout strength, uncracked concrete over steel deck, (,000 psi) Characteristic pullout strength, cracked concrete over steel deck, (,000 psi) Characteristic pullout strength, cracked concrete over steel deck,seismic, (,000 psi) -1/ (10), (1.8),0 (10.),0 (10.), (10.8),09 (9.) -1/ (10),97 (6.6),00 (17.9),00 (17.9),8 (6.0),67 (0.8) -1/ (10),610 (11.6) 1,600 (7.1) 990 (.),60 (11.8),10 (9.) Anchors Installed Through the Soffit of Steel Deck Assemblies into Concrete (Minimum 1-/-inch-wide deck flute) hmin,deck,total Np,deck,uncr Np,deck,cr Np,deck,eq 1,760 (7.8) 760 (.) (1.6),07 (9.) 910 (.0) 70 (.) 1,0 (6.) 81 (.6) 6 (.),1 (9.) 1,10 (6.7) 1,60 (.6),190 (1.),60 (10.1) 1,98 (8.8) 1,70 (7.7) 1,80 (.7) 1,80 (.7).88 (7) -1/8 (10.) -1/ (10),10 (18.),0 (1.9) 1,70 (7.7),60 (11.8), (10.).7 (9) -1/8 (10) 6-1/ (19) 6,19 (7.6),9 (.0),1 (10.7) 6, (8.1),060 (.) -1/ (108).08 (78) -/8 (111) 6-1/ (19) 6,08 (7.1),8 (17.1),10 (1.),17 (.0),10 (18.) N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Reduction factor for pullout strength 8 f N/A N/A N/A Steel strength in shear, concrete over steel deck Steel strength in shear, concrete over steel deck, seismic Vsa,deck Vsa,deck,eq 1,880 (8.) 1,6 (7.0),1 (10.) 1,90 (8.6),11 (9.) 1,7 (6.6),11 (9.) 1,6 (7.),80 (1.) 1,96 (8.7),09 (9.) 1,67 (7.) N/A N/A N/A N/A N/A N/A Reduction factor for steel strength in 8 shear for concrete over steel deck f N/A N/A N/A For SI: 1 inch =. mm; 1 ksi = 6.89 N/mm ; 1 ft- = 1.6 N-m; 1 = 0.00 kn. 1. Installation must comply with published instructions and details.. Values for Np,deck and Np,deck,cr are for sand-lightweight concrete (f'c, min =,000 psi) and additional lightweight concrete reduction factors need not be applied. In addition, evaluation for the concrete breakout capacity in accordance with ACI or ACI 18 D.., as applicable, is not required for anchors installed in the deck soffit (through underside).. Values for Np,deck,eq are applicable for seismic loading and must be used in lieu of Np,deck,cr.. For all design cases Ψc,P = 1.0. The characteristic pullout strength, Npn, for concrete compressive strengths greater than,000 psi for 1/-inch-diameter anchors may be increased by multiplying the value in the table by (f c /,000) 0. for psi or (f c / 17.) 0. for MPa. The characteristic pullout strength, Npn, for concrete compressive strengths greater than,000 psi for /8-inch- to /-inch-diameter anchors may be increased by multiplying the value in the table by (f c /,000) 0. for psi or (f c / 17.) 0. for MPa.. loads for anchors installed through steel deck into concrete may be applied in any direction. 6. Values of Vsa,deck and Vsa,deck,eq are for sand-lightweight concrete and additional lightweight concrete reduction factors need not be applied. In addition, evaluation for the concrete breakout capacity in accordance with ACI or ACI D.6., as applicable, and the pryout capacity in accordance with ACI or ACI D.6., as applicable, are not required for anchors installed in the soffit (through underside). 7. The minimum concrete member thickness, hmin,deck,total, is the minimum overall thickness of the concrete-filled steel deck (depth and topping thickness). 8. All values of φ were determined from the load combinations of IBC Section 160., ACI 18-1 Section. or ACI 18 Section 9.. If the load combinations of ACI 18 Appendix C are used, then the appropriate value of φ must be determined in accordance with ACI D.. (ACI 18-08)

19 Strength Design (SD) FACTORED RESISTANCE STRENGTH (ØNn AND ØVn) CALCULATED IN ACCORDANCE WITH ACI 18-1 CHAPTER 17: 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 (table values based on ca1 = cac). - ca is greater than or equal to 1. times ca1. - Calculations were performed according to ACI 18-1, Chapter 17. The load level corresponding to the controlling failure mode is listed. (e.g. For tension: steel, concrete breakout and pullout; For shear: steel, concrete breakout and pryout). Furthermore, the capacities for concrete breakout strength in tension and pryout strength in shear are calculated using the effective embedment values, hef, for the selected anchors as noted in the design information tables. Please also reference the installation specifications for more information. - Strength reduction factors (ø) were based on ACI 18-1 Section. for load combinations. Condition B is assumed. - Tabular values are permitted for static loads only, seismic loading is not considered with these tables. - For designs that include combined tension and shear, the interaction of tension and shear loads must be calculated in accordance with ACI 18-1, Chapter Interpolation is not permitted to be used with the tabular values. For intermediate base material compressive strengths please see ACI 18-1, Chapter 17. For other design conditions including seismic considerations please see ACI 18-1, Chapter 17. and Design Strength Installed in Cracked Concrete Nominal Anchor Diameter () 1/ /8 1/ /8 Nominal Embed. Depth hnom () Minimum Concrete Compressive Strength f c =,00 psi f c =,000 psi f c =,000 psi f c = 6,000 psi f c = 8,000 psi fnn fvn fnn fvn fnn fvn fnn fvn Ca Ca1 fnn 1-/ , 970 1, 1,060 1, 1,19 1, 1,0 1, ,000 1,070 1,1 1,1 1,1 1,1 1,6 1,80 1,7 1,00 1,10 1,60 1,70 1,980,080,90,080-1/,00,00,,10,80,60,16,60,60,60 1,070 1,70 1,170 1,9 1, 1,610 1,6 1,970 1,91,7 1,6 1,900 1,790,08,070,0,,9,9,00-1/,0,,,7,86,70,7 6,69,6 6,70-1/ 1,80 1,99,00,18,,,870,090,1,70,700,1,960,0,1,,18 6,,80 7,8,980 6,00,60 6,61,0 7,60 6,16 9,0 7,10 9,0 / -1/,98 6,1,70 6,70,780 7,760,6 9,0,0 10,97 - Anchor Pullout/Pryout Strength Controls - Concrete Breakout Strength Controls - Steel Strength Controls and Design Strength Installed in Uncracked Concrete Nominal Anchor Diameter () 1/ /8 1/ /8 Nominal Embed. Depth hnom () Minimum Concrete Compressive Strength f c =,00 psi f c =,000 psi f c =,000 psi f c = 6,000 psi f c = 8,000 psi fnn fvn fnn fvn fnn fvn fnn fvn fnn 1-/8 1, , , ,78 980,06 980,110 1,,10 1,,66 1,,90 1,,90 1, 1,9 1,610 1,60 1,76 1,890,0,1,080,67,080 1,80 1,9 1,980,080,8,080,79,080,0,080-1/,880,60,1,60,6,60,6,60,1,60, 1,780,7 1,90,8,,9,760,00,18,9,68,70,90,1,9,86,160,60,80-1/,0 6,00,960 6,60,7 6,70 7,01 6,70 8,100 6,70-1/,70,0,80,8,1,,06,,8 6,9,810,81,17 6,70,80 7,,90 7,8 6,80 7,8,60 8, 6,1 9,6 7,110 9,0 8,70 9,0 10,00 9,0 / -1/,7 8,90,19 9,10 6,000 10,86 7,0 11, 8,8 11, - Anchor Pullout/Pryout Strength Controls - Concrete Breakout Strength Controls - Steel Strength Controls ha fvn fvn TECHNICAL GUIDE Mechanical Anchors 017 DeWALT REV. b Mechanical Anchors

20 Strength Design (SD) Mechanical Anchors FACTORED RESISTANCE STRENGTH (ØNn AND ØVn) CALCULATED IN ACCORDANCE WITH ACI 18-1, CHAPTER 17: 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 (table values based on ca1 = cmin). - ca is greater than or equal to 1. times ca1. - Calculations were performed according to ACI 18-1, Chapter 17. The load level corresponding to the controlling failure mode is listed. (e.g. For tension: steel, concrete breakout and pullout; For shear: steel, concrete breakout and pryout). Furthermore, the capacities for concrete breakout strength in tension and pryout strength in shear are calculated using the effective embedment values, hef, for the selected anchors as noted in the design information tables. Please also reference the installation specifications for more information. - Strength reduction factors (ø) were based on ACI 18-1 Section. for load combinations. Condition B is assumed. - Tabular values are permitted for static loads only, seismic loading is not considered with these tables. - For designs that include combined tension and shear, the interaction of tension and shear loads must be calculated in accordance with ACI 18-1, Chapter Interpolation is not permitted to be used with the tabular values. For intermediate base material compressive strengths please see ACI 18-1, Chapter 17. For other design conditions including seismic considerations please see ACI 18-1, Chapter 17. and Design Strength at Minimum Edge Distance, c min for in Cracked Concrete Nominal Anchor Diameter () Nominal Embed. hnom () Minimum Concrete Compressive Strength f c =,00 psi f c =,000 psi f c =,000 psi f c = 6,000 psi f c = 8,000 psi fnn fvsn fnn fvsn fnn fvsn fnn fvsn Ca Ca1 fnn ha fvsn 1/ 1-/ , , , ,1 68 1,0 790 /8 1, ,0 0 1,10 6 1,7 77 1, / 1,68 9 1,8 60,10 7,610 90,01 1,06 1, , , 8 1,6 1,0 1,91 1,0 1/ 1, ,66 8 1,9 960, 1,180,70 1,60-1/,9 9,80 1,0,80 1,180,01 1,,60 1,670-1/ 1, ,7 87,00 1,010, 1,0,8 1,0 /8,0 90,0 1,010,80 1,16, 1,,970 1,6,160 1,0,60 1,1,99 1,,89 1,60,60 1,870 / -1/,0 98,660 1,080,07 1,,76 1,, 1,760 - Anchor Pullout/Pryout Strength Controls - Concrete Breakout Strength Controls - Steel Strength Controls and Design Strength at Minimum Edge Distance, c min for in Uncracked Concrete Nominal Anchor Diameter () Nominal Embed. hnom () Minimum Concrete Compressive Strength f c =,00 psi f c =,000 psi f c =,000 psi f c = 6,000 psi f c = 8,000 psi fnn fvsn fnn fvsn fnn fvsn fnn fvsn fnn fvsn TECHNICAL GUIDE Mechanical Anchors 017 DeWALT REV. b 1/ 1-/ , , , 1, ,06 / ,01 1,08 1,17 1,0-1/ 1,09 8 1, ,8 1,0 1,69 1,90 1,9 1,90 1,61 9 1,770 1,0,0 1,19,0 1,6,890 1,690 1/ 1,18 1,06 1,00 1,16 1,00 1, 1,8 1,60,10 1,90-1/,190 1,10,00 1,0,770 1,6,90,0,91,0-1/ 1,9 1,10 1,6 1, 1,890 1,1,10 1,7,670,000 /8 1,71 1,90 1,87 1,10,16 1,60,6 1,99,06,0,70 1,6,70 1,60,1 1,8,80,70,0,60 / -1/ 1,6 1,80 1,790 1,10,070 1,7,,1,9,6 - Anchor Pullout/Pryout Strength Controls - Concrete Breakout Strength Controls - Steel Strength Controls

21 Ordering Information ORDERING INFORMATION Cat. No. Anchor Size Box Qty. Ctn. Qty. DCH7PDH 1" L-Shape 0V Max* SDS Plus Rotary Hammers DCH1M 1" D-Handle Zinc Plated Galvanized Carbide Bits DCH9R 1-1/8" L-Shape w/ E-Clutch Flexvolt SDS Max DCH81X 1-9/16" w/ E-Clutch PFM /" x 1-1/" DW17 DW17 DW17 - PFM /" x 1-/" DW17 DW17 DW17 - PFM /" x -1/" DW17 DW17 DW17 - PFM /" x -/8" DW17 DW17 DW17 - PFM /" x " DW17 DW17 DW17 - PFM /8" x 1-/" 0 00 DW7 DW7 DW7 - PFM /8" x " 0 00 DW7 DW7 DW7 - PFM1110 PFM1610 /8" x " 0 0 DW7 DW7 DW7 - PFM11180 PFM16180 /8" x " 0 0 DW7 DW7 DW7 - PFM11100 PFM16100 /8" x " 0 0 DW9 DW9 DW9 - PFM1110 PFM1610 /8" x 6" 0 10 DW9 DW9 DW9 - PFM1110-1/" x " 0 00 DW7 DW7 DW7 - PFM /" x " 0 00 DW7 DW7 DW7 - PFM /" x " 0 10 DW7 DW7 DW7 - PFM1110 PFM1610 1/" x " 0 10 DW7 DW7 DW7 - PFM11160 PFM /" x " 100 DW8 DW8 DW8 - PFM11180 PFM /" x 6" 7 DW8 DW8 DW8 - PFM1110 PFM1610 1/" x 8" 100 DW8 DW8 DW8 - PFM /8" x " 100 DW71 DW6 DW71 DW806 PFM /8" x " 100 DW71 DW6 DW71 DW806 PFM PFM /8" x " 7 DW71 DW6 DW71 DW806 PFM11160 PFM16160 /8" x 6" 7 DW71 DW6 DW71 DW806 PFM PFM /8" x 8" 0 DW71 DW7 DW71 DW806 PFM /" x " 0 60 DW7 DW DW7 DW810 PFM /" x " 0 60 DW7 DW DW7 DW810 PFM /" x " 0 60 DW7 DW DW7 DW810 PFM PFM /" x 6" 0 60 DW7 DW DW7 DW810 PFM11180 PFM16180 /" x 8" 10 0 DW7 DW DW7 DW810 PFM /" x 10" 10 0 DW7 DW DW7 DW81 Shaded catalog numbers denote sizes which are less than the minimum standard anchor length for Strength Design. The published size includes the diameter and length of the anchor measured from under the head. Suggested Impact Wrench and Socket - Optimum Tool Match - Maximum Tool Match - Not Recommended Nominal Anchor Size Socket Size Impact Rated Socket 0V Max* Impact Wrenches 1/ 7/16 DWMT779B /8 9/16 DWMT71B 1/ / DWMT711B /8 1/16 DWMT710B / 1-1/8 DWMT71B DCF88L /8" Impact Wrench DCF880M 1/" Impact Wrench DCF899P High Torque 1/" (Use In Speed Setting #) TECHNICAL GUIDE Mechanical Anchors 017 DeWALT REV. b Mechanical Anchors

22 0 Most Widely Accepted and Trusted ICC-ES Report ICC-ES 000 (800) -687 (6) ESR-889 Issued 11/016 This report is subject to renewal 11/017. DIVISION: CONCRETE SECTION: CONCRETE ANCHORS DIVISION: METALS SECTION: POST-INSTALLED CONCRETE ANCHORS REPORT HOLDER: DEWALT 701 EAST JOPPA ROAD TOWSON, MARYLAND 186 EVALUATION SUBJECT: SCREW-BOLT+ SCREW ANCHORS AND HANGERMATE + ROD HANGER SCREW ANCHORS IN CRACKED AND UNCRACKED CONCRETE (DEWALT) Look for the trusted marks of Conformity! 01 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence A Subsidiary of 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 017 ICC Evaluation Service, LLC. All rights reserved.

23 ICC-ES Evaluation Report ESR-889 Issued November 016 Revised May 017 This report is subject to renewal November (800) -687 (6) A Subsidiary of the International Code Council DIVISION: CONCRETE Section: Concrete Anchors DIVISION: METALS Section: Post-Installed Concrete Anchors REPORT HOLDER: DEWALT 701 EAST JOPPA ROAD TOWSON, MARYLAND 186 (800) - engineering@powers.com EVALUATION SUBJECT: SCREW-BOLT+ SCREW ANCHORS AND HANGERMATE + ROD HANGER SCREW ANCHORS IN CRACKED AND UNCRACKED CONCRETE (DEWALT) 1.0 EVALUATION SCOPE Compliance with the following codes: 01, 01 and 009 International Building Code (IBC) 01, 01 and 009 International Residential Code (IRC) For evaluation for compliance with codes adopted by Los Angeles Department of Building and Safety (LADBS), see ESR-889 LABC and LARC Supplement. Property evaluated: Structural.0 USES The screw anchors and Hangermate+ rod hanger screw anchors are used as anchorage in cracked and uncracked normal-weight concrete and lightweight concrete having a specified compressive strength, f c, of,00 psi to 8,00 psi (17. MPa to 8.6 MPa) to resist static, wind and seismic tension and shear loads. The 1 / -inch-, / 8 -inch- and 1 / -inch-diameter (6. mm, 9. mm and 1.7 mm) anchors may be installed in the topside of cracked and uncracked normal-weight or sand-lightweight concrete-filled steel deck having a specified compressive strength, f c, of,00 psi to 8,00 psi (17. MPa to 8.6 MPa). The 1 / -inch-, / 8 -inch-, 1 / -inch-, / 8 -inch, and / -inchdiameter (6. mm 9. mm, 1.7 mm, 1.9 mm and 19.1 mm) anchors may be installed in the soffit of cracked and uncracked normal-weight or sand-lightweight concrete-filled steel deck having a minimum specified compressive strength, f c, of,000 psi (0.7 MPa). The 1 / -inch- and / 8 -inch-diameter (6. mm and 9. mm) Hangermate+ anchors may be installed in the soffit of cracked and uncracked normal-weight or sand-lightweight concrete-filled steel deck having a minimum specified compressive strength, f c, of,000 psi (0.7 MPa). The anchors are an alternative to cast-in-place anchors described in Section of the 01 IBC, Section 1908 and 1909 of the 01 IBC, and Sections 1911 and 191 of the 009 IBC. The anchors may also be used where an engineered design is submitted in accordance with Section R01.1. of the IRC..0 DESCRIPTION.1 Anchors: screw anchors are comprised of an anchor body with hex washer head. Available diameters are 1 / -inch, / 8 -inch, 1 / -inch, / 8 -inch and / -inch (6. mm, 9. mm, 1.7 mm, 1.9 mm and 19.1 mm). The anchor body and hex washer head are manufactured from lowcarbon steel which is case hardened and have minimum inch ( µm) zinc plating in accordance with ASTM B6 or minimum inch ( µm) mechanical zinc plating in accordance with ASTM B69, Class. The screw anchor is illustrated in Figures 1A and 1B. The hex head of the anchor is formed with an integral washer and serrations on the underside. The anchor body is formed with dual lead threads and a chamfered tip. The screw anchors are installed in a predrilled hole with a powered impact wrench or torque wrench. The threads on the anchor tap into the sides of the predrilled hole and interlock with the base material during installation.. Hangermate+ Anchors: Hangermate+ rod hanger screw anchors are comprised of a nominally 1 / -inch-diameter one-piece anchor body, with a hex coupler head version containing internal threads that accepts threaded rods and bolts in 1 / -inch and / 8 -inch (6. mm and 9. mm) diameters or a stud head version containing external threads in / 8 -inch (9. mm) diameter. 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 017 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 16

24 ESR-889 Most Widely Accepted and Trusted Page of 16 The anchor body and hex coupler head are manufactured from low-carbon steel which is case hardened, and have minimum inch ( µm) zinc plating in accordance with ASTM B6. The Hangermate+ rod hanger screw anchor is illustrated in Figures 1A and 1B. The hex coupler head of the anchor is formed with serrations on the underside, and with internal threads into the topside that accepts threaded rods or threaded bolt steel insert elements. The anchor body is formed with dual lead threads and a chamfered tip. The anchors are installed in a predrilled hole with a powered impact wrench or torque wrench. The threads on the anchor body tap into the sides of the predrilled concrete hole and interlock with the base material during installation.. Threaded Steel Insert Elements for Hangermate+: Threaded steel insert elements must be threaded into the Hangermate+ anchors to form a connection. The material properties of the steel inserts must comply national or international specifications (e.g., ASTM A6; ASTM A07, ASTM F1, Grade 6; ASTM A07, SAE J9, Grade, ASTM A19, Grade B7), or equivalent.. Concrete: Normal-weight and lightweight concrete must conform to Sections 190 and 190 of the IBC.. Steel Deck Panels: Steel deck panels for anchors must comply with the configurations in Figures A, B, 6A and 6B of this report and have a minimum base-metal thickness of 0.0 inch (0.89 mm) [No. 0 gage]. Steel deck must comply with ASTM A6/A 6M SS Grade 0, and have a minimum yield strength of 0 ksi ( MPa)..0 DESIGN AND INSTALLATION.1 Strength Design:.1.1 General: Design strength of anchors complying with the 01 IBC, as well as Section R01.1. of the 01 IRC must be determined in accordance with ACI 18-1 Chapter 17 and this report. Design strength of anchors complying with the 01 IBC, as well as Section R01.1. of the 01 IRC, must be determined in accordance with ACI Appendix D and this report. Design strength of anchors complying with the 009 IBC, as well as Section R01.1. of the 009 IRC, must be determined in accordance with ACI Appendix D and this report. A design example in accordance with the 01 and 01 IBC is given in Figure 7 of this report. Design parameters provided in Tables, and of this report are based on the 01 IBC (ACI 18-1) and the 01 IBC (ACI 18-11) unless noted otherwise in Section.1.1 through.1.1 of this report. The strength design of anchors must comply with ACI or ACI D..1, as applicable, except as required in ACI or ACI D.., as applicable. Strength reduction factors, φ, as given in ACI or ACI D.., as applicable, and noted in Tables, and of this report, must be used for load combinations calculated in accordance with Section 160. of the IBC, Section. of ACI 18-1, and Section 9. of ACI 18-11, as applicable. Strength reduction factors, φ, as given in ACI D.. must be used for load combinations calculated in accordance with Appendix C of ACI The value of f c used in the calculation must be limited to a maximum of 8,000 psi (. MPa), in accordance with ACI or ACI D..7, as applicable..1. Requirements for Static Steel Strength in, N sa : The nominal static steel strength of a single anchor in tension, N sa, calculated in accordance with ACI or ACI D..1., as applicable, is given in Table of this report. Strength reduction factors, φ, corresponding to brittle steel elements must be used..1. Requirements for Static Concrete Breakout Strength in, N cb or N cbg : The nominal concrete breakout strength of a single anchor or a group of anchors in tension, N cb or N cbg, respectively, must be calculated in accordance with ACI or ACI D.., as applicable, with modifications as described in this section. The basic concrete breakout strength of a single anchor in tension in cracked concrete, N b, must be calculated according to ACI or ACI D..., as applicable, using the values of h ef and k cr as given in Table of this report. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI or ACI D...6, as applicable, must be calculated with the value of k uncr as given in Table of this report and with ψ c,n = 1.0. For anchors installed in the soffit of sand-lightweight or normal-weight concrete filled steel deck floor and roof assemblies, as shown in Figures A, B, 6A and 6B, calculation of the concrete breakout strength in accordance with ACI or ACI D.., as applicable, is not required..1. Requirements for Static Pullout Strength in, N pn : The nominal pullout strength of a single anchor or a group of anchors, in accordance with ACI or ACI D.., as applicable, in cracked and uncracked concrete, N p,cr and N p,uncr, respectively, is given in Table. In lieu of ACI or ACI D...6, as applicable, Ψ c,p = 1.0 for all design cases. The nominal pullout strength in cracked concrete may be adjusted by calculation according to Eq-1: N pn,ffcc = N p,cr ff cc,00 nn (, psi) (Eq-1) N pn,ffcc = N p,cr ff cc 17. nn (N, MPa) where f' c is the specified concrete compressive strength and n is the factor defining the influence of concrete compressive strength on pullout strength. For the 1 / -inch-diameter anchors, n is 0.. For all other cases, n is 0.. In regions where analysis indicates no cracking in accordance with ACI or ACI D...6, as applicable, the nominal pullout strength in tension of the anchors can be adjusted by calculation according to Eq-: N pn,ffcc = N p,uncr ff cc,00 nn (, psi) (Eq-) N pn,ffcc = N p,uncr ff cc 17. nn (N,MPa) where f' c is the specified concrete compressive strength and n is the factor defining the influence of concrete

25 ESR-889 Most Widely Accepted and Trusted Page of 16 compressive strength on pullout strength. For the 1 / -inch-diameter anchors, n is 0.. For all other cases, n is 0.. Where values for N p,cr or N p,uncr are not provided in Table of this report, the pullout strength in tension need not be considered or evaluated. The nominal pullout strength in tension of anchors installed in the upper and lower flute soffit of sandlightweight or normal-weight concrete-filled steel deck floor and roof assemblies, as shown in Figures A, B, 6A and 6B, is provided in Table. The nominal pullout strength in cracked concrete can be adjusted by calculation according to Eq-1, whereby the value of N p,deck,cr must be substituted for N p,cr and the value of,000 psi (0.7 MPa) must be substituted for the value of,00 psi (17. MPa) in the denominator. The nominal pullout strength in uncracked concrete can be adjusted by calculation according to Eq-, whereby the value of N p,deck,uncr must be substituted for N p,uncr and the value of,000 psi (0.7 MPa) must be substituted for the value of,00 psi (17. MPa) in the denominator..1. Requirements for Static Steel Strength in, V sa : The nominal steel strength in shear, V sa, of a single anchor in accordance with ACI or ACI D.6.1., as applicable, is given in Table of this report and must be used in lieu of the values derived by calculation from ACI 18-1 Eq, b or ACI 18-11, Eq. D-9, as applicable. Strength reduction factors, φ, corresponding to brittle steel elements must be used. The nominal shear strength of anchors installed in the soffit of sand-lightweight or normal-weight concrete filled steel deck floor and roof assemblies, V sa,deck, as shown in Figures A, B, 6A and 6B is given in Table of this report, in lieu of the values derived by calculation from ACI 18-1 Eq b or ACI 18-11, Eq. D-9, as applicable..1.6 Requirements for Static Concrete Breakout Strength in, V cb or V cbg : 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 or ACI D.6., as applicable, with modifications as described in this section. The basic concrete breakout strength of a single anchor in shear, V b, must be calculated in accordance with ACI or ACI D.6.., as applicable, using the value of l e and d a given in Table of this report. For anchors installed in the topside of concrete-filled steel deck assemblies, 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 or ACI D.6., as applicable, using the actual member topping thickness, h min,deck, in the determination of A vc. Minimum member topping thickness for anchors in the topside of concrete-filled steel deck assemblies is given in Tables 1 and of this report, as applicable. For anchors installed in the soffit of sand-lightweight or normal-weight concrete filled steel deck floor and roof assemblies, as shown in Figures A, B, 6A and 6B, calculation of the concrete breakout strength in accordance with ACI or ACI D.6., as applicable, is not required..1.7 Requirements for Static Concrete Pryout Strength in, V cp or V cpg : 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 or ACI D.6., as applicable, using the value of k cp provided in Table, and the value of N cb or N cbg as calculated in Section.1. of this report. For anchors installed in the soffit of sand-lightweight or normal-weight concrete filled steel deck floor and roof assemblies, as shown in Figures A, B, 6A and 6B, calculation of the concrete pryout strength in accordance with ACI or ACI D.6., as applicable, is not required..1.8 Requirements for Seismic Design: General: For load combinations including seismic loads, the design must be performed in accordance with ACI or ACI D.., as applicable. Modifications to ACI shall be applied under 01 IBC Section For the 01 IBC, Section shall be omitted. Modifications to ACI D.. shall be applied under Section of the 009 IBC. The nominal steel strength and nominal concrete breakout strength for anchors in tension, and the nominal concrete breakout strength and pryout strength for anchors in shear, must be calculated according to ACI and 17. or ACI D. and D.6, respectively, as applicable, taking into account the corresponding values in Tables and of this report. The anchors comply with ACI or ACI D.1, as applicable, as brittle steel elements and must be designed in accordance with ACI , 17..., , or ; ACI D..., D..., D...6 or D...7; or ACI D..., D... or D...6, as applicable. The 1 / -inch-diameter (6. mm), / 8 -inch-diameter (9. mm), 1 / -inch-diameter (1.7 mm), / 8 -inch-diameter (1.9 mm) and / -inch-diameter (19.1 mm) anchors and the 1 / -inch-diameter (6. mm) and / 8 -inchdiameter (9. mm) Hangermate+ anchors may be installed in regions designated as IBC Seismic Design Categories A through F Seismic : The nominal steel strength and nominal concrete breakout strength for anchors in tension must be calculated according to ACI and 17.., or ACI D..1 and D.., respectively, as applicable, as described in Sections.1. and.1. of this report. In accordance with ACI or ACI D..., as applicable, the appropriate value for nominal pullout strength in tension for seismic loads, N p,eq described in Table of this report, must be used in lieu of N p. N p,eq may be adjusted by calculations for concrete compressive strength in accordance with Eq-1 of this report. Where values for N p,eq are not provided in Table, the pullout strength in tension for seismic forces need not be evaluated. For anchors installed in the soffit of sand-lightweight or normal-weight concrete-filled steel deck floor and roof assemblies, the nominal pullout strength in tension for seismic loads, N p,deck,eq, is provided in Table and must be used in lieu of N p,cr. N p,deck,eq may be adjusted by calculations for concrete compressive strength in accordance with Eq-1 of this report where the value of,000 psi or 0.7 MPa must be substituted for the value of,00 psi or 17. MPa in the denominator Seismic : The nominal concrete breakout strength and pryout strength for anchors in shear must

26 ESR-889 Most Widely Accepted and Trusted Page of 16 be calculated according to ACI or 17.., or ACI D.6. and D.6., respectively, as applicable, as described in Sections.1.6 and.1.7 of this report. In accordance with ACI or ACI D.6.1., as applicable, the appropriate value for nominal steel strength in shear for seismic loads, V sa,eq described in Table of this report, must be used in lieu of V sa. For anchors installed in the soffit of sand-lightweight or normal-weight concrete-filled steel deck floor and roof assemblies, as shown in Figures A, B, 6A and 6B, the appropriate value for nominal steel strength in shear for seismic loads, V sa,deck,eq, described in Table must be used in lieu of V sa..1.9 Requirements for Interaction of Tensile and Forces: The effects of combined tensile and shear forces must be determined in accordance with ACI or ACI D.7, as applicable Requirements for Critical Edge Distance, c ac : In applications where c < c ac and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension for uncracked concrete, calculated according to ACI or ACI D.., as applicable, must be further multiplied by the factor ψ cp,n given by Eq-: ψ cp,n = c c ac (Eq-) whereby the factor ψ cp,n need not be taken less than 1.h ef. For all other cases, ψ cp,n = 1.0. In lieu of using ACI c ac or ACI D.8.6, as applicable, values of c ac provided in Tables 1 and of this report must be used Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI and 17.7., or ACI D.8.1 and D.8., respectively, as applicable, the values of s min and c min as given in Table 1 of this report must be used. In lieu of ACI or ACI D.8., as applicable, minimum member thicknesses, h min, as given in Table 1 of this report must be used. For anchors installed in the topside of concrete-filled steel deck assemblies, the anchors must be installed in accordance with Tables 1 and and Figure of this report. For anchors installed through the soffit of steel deck assemblies, the anchors must be installed in accordance with Figures A, B, 6A, and 6B, and shall have an axial spacing along the flute equal to the greater of h ef or 1. times the flute width..1.1 Requirements for Lightweight Concrete: For the use of anchors in lightweight concrete, the modification factor λ a equal to 0.8λ is applied to all values of f affecting N n and V n. c For ACI 18-1 (01 IBC), ACI (01 IBC) and ACI (009 IBC), λ shall be determined in accordance with the corresponding version of ACI 18. For anchors installed in the soffit of sand-lightweight concrete-filled steel deck and floor and roof assemblies, further reduction of the pullout values provided in this report is not required. 6. Allowable Stress Design (ASD):..1 General: Design values for use with allowable stress design load combinations calculated in accordance with Section 160. of the IBC must be established using Eq- and Eq- as follows: ϕn T allowable,asd = n α (Eq-) ϕv V allowable,asd = n α (Eq-) where: T allowable,asd = Allowable tension load (f or kn) V allowable,asd = Allowable shear load (f or kn) φn n = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 18-1 Chapter 17 and 01 IBC Section , ACI Appendix D, ACI Appendix D and 009 IBC Section , and Section.1 of this report, as applicable (f or kn). φv n = Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 18-1 Chapter 17 and 01 IBC Section , ACI Appendix D, ACI Appendix D and 009 IBC Section , and Section.1 of this report, as applicable (f or kn). 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 nonductile failure modes and required over-strength. The limits on edge distance, anchor spacing and member thickness as given in Tables 1 and of this report must apply. An example of Allowable Stress Design tension values for illustrative purposes is shown in Table 6 of this report... Interaction of Tensile and Forces: The interaction must be calculated and consistent with ACI or ACI 18 (-11, -08) D.7, as applicable, as follows: For shear loads V 0.V allowable,asd, the full allowable load in tension T allowable,asd must be permitted. For tension loads T 0.T allowable,asd, the full allowable load in shear V allowable,asd must be permitted. T V For all other cases: + 1. T allowable V allowable (Eq-6). Installation: Installation parameters are provided in Tables 1 and, and Figures 1A, and of this report. Anchor locations must comply with this report and plans and specifications approved by the code official. The Screw- Bolt+ and Hangermate+ screw anchors must be installed according to the manufacturer s published installation instructions and this report. Recommendations for installation equipment is given in Table A. Anchors must be installed in holes drilled using carbide-tipped masonry drill bits complying with ANSI B1.1.

27 ESR-889 Most Widely Accepted and Trusted Page of 16 The and Hangermate+ screw anchors are permitted to be loosened by a maximum of one full turn and retightened with a torque wrench or powered impact wrench to facilitate fixture attachment or realignment. Complete removal and reinstallation of the anchor is not allowed. For anchor installation in the topside of concrete-filled steel deck assemblies, installation must comply with Tables 1 and and Figure, as applicable. For installation in the soffit of concrete on steel deck assemblies, the hole diameter in the steel deck must not exceed the diameter of the hole in the concrete by more than 1 / 8 inch (. mm). For member thickness and edge distance restrictions for installations into the soffit of concrete on steel deck assemblies, see Table and Figures A, B, 6A, and 6B.. Special Inspection: Periodic special inspection is required, in accordance with Section and Table 170. of the 01 IBC or 01 IBC, as applicable; Section and Table 170. of the 009 IBC; or Section of the 006 IBC, as applicable. The special inspector must make periodic inspections during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, hole dimensions, drill bit size and type, anchor spacing, edge distances, concrete thickness, anchor embedment, maximum impact wrench power and adherence to the manufacturer s published installation instructions. The special inspector must be present as often as required in accordance with the statement of special inspection..0 CONDITIONS OF USE The and Hangermate+ screw anchors described in this report comply with, or are a suitable alternative to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions:.1 The anchors must be installed in accordance with the manufacturer s published installation instructions and this report. In case of a conflict, this report governs.. Anchor sizes, dimensions, and minimum embedment depths are as set forth in this report.. The 1 / -inch to / -inch (6. mm to 19.1 mm) Screw- Bolt+ anchors and 1 / -inch- and / 8 -inch-diameter (6. mm and 9. mm) Hangermate+ anchors must be installed in cracked and uncracked normalweight concrete and lightweight concrete having a specified compressive strength, f c, of,00 psi to 8,00 psi (17. MPa to 8.6 MPa).. The 1 / -inch to 1 / -inch (6. mm to 1.7 mm) Screw- Bolt+ anchors may be installed in the topside of cracked and uncracked normal-weight or sandlightweight concrete-filled steel deck having a minimum specified compressive strength, f c, of,00 psi to 8,00 psi (17. MPa to 8.6 MPa).. The 1 / -inch to / -inch (6. mm to 19.1 mm) Screw- Bolt+ anchors and 1 / -inch- and / 8 -inch-inchdiameter (6. mm and 9. mm) Hangermate+ anchors must be installed in the soffit of cracked and uncracked normal-weight or sand-lightweight concrete-filled steel deck having a minimum specified compressive strength, f c, of,000 psi (0.7 MPa)..6 The values of f c used for calculation purposes must not exceed 8,000 psi (. MPa)..7 The concrete shall have attained its minimum design strength prior to installation of the anchors..8 Strength design values must be established in accordance with Section.1 of this report..9 Allowable design values must be established in accordance with Section. of this report..10 Anchor spacing(s) and edge distance(s), and minimum member thickness, must comply with Tables 1 and, and Figures, A, B, 6A, and 6B of this report..11 Reported values for the Hangermate+ with an internally threaded head do not consider the steel insert element which must be verified by the design professional. design values in this report for the Hangermate+ with an internally threaded head are for threaded rod or steel inserts with an ultimate strength, F u 1 ksi; threaded rod or steel inserts with an F u less than 1 ksi are allowed provided the steel strength shear values are multiplied by the ratio of F u (ksi) of the steel insert and 1 ksi..1 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 registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed..1 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report..1 The 1 / -inch- to / -inch-diameter (6. mm to 19.1 mm) anchors and 1 / -inchand / 8 -inch-diameter (6. mm and 9. mm) Hangermate+ anchors may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (f t > f r ), subject to the conditions of this report..1 The 1 / -inch- to / -inch-diameter (6. mm to 19.1 mm) anchors and 1 / -inchand / 8 -inch-diameter (6. mm and 9. mm) Hangermate+ anchors may be used to resist shortterm loading due to wind or seismic forces (Seismic Design Categories A through F under the IBC), subject to the conditions of this report..16 Anchors are not permitted to support fireresistance-rated construction. Where not otherwise prohibited by code, and Hangermate+ anchors are permitted for installation in fireresistance-rated construction provided that at least one of the following conditions is fulfilled: Anchors are used to resist wind or seismic forces only. Anchors that support a fire-resistance-rated envelope or a fire-resistance-rated membrane, are protected by approved fire-resistance-rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. Anchors are used to support nonstructural elements. 7

28 ESR-889 Most Widely Accepted and Trusted Page 6 of Anchors have been evaluated for reliability against brittle failure and found to be not significantly sensitive to stress-induced hydrogen embrittlement..18 Use of carbon steel anchors with zinc plating in accordance with ASTM B6 as described in Section.1 and. of this report is limited to dry, interior locations..19 Special inspection must be provided in accordance with Section...0 and Hangermate+ are manufactured under an approved quality control program with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC19), dated October 01, which incorporates requirements in ACI.-07 / ACI.-0, for use in cracked and uncracked concrete; including Test No. 11 (AC19, Annex 1, Table.) for reliability of screw anchors against brittle failure, and optional service-condition Test No. 18 and Test No. 19 (AC19, Annex 1, Table.) for seismic tension and shear. 6. Quality control documentation. 7.0 IDENTIFICATION The and Hangermate+ screw anchors are identified in the field by dimensional characteristics and packaging. A diameter and length marking is stamped on the hex head of each screw anchor; these are visible after installation for verification. Packages are identified with the company name (DEWALT), anchor name; part number; type; anchor size and length; and the evaluation report number (ESR-889). FIGURE A EXAMPLES OF DEWALT DUST REMOVAL DRILLING SYSTEMS WITH HEPA DUST EXTRACTORS FOR ILLUSTRATION 8

29 ESR-889 Most Widely Accepted and Trusted Page 7 of 16 Product Name Installation Specifications TABLE A INSTALLATION AND DESIGN INDEX 1 Design Data Design Data Concrete Top of Steel Deck Steel Deck Soffit Concrete Top of Steel Deck Steel Deck Soffit Tables 1, and Table Table Table Table Table Table Hangermate+ Table 1 and Table Table Table Table Table Table Concrete Type Concrete State Anchor Nominal Size Seismic Design Categories Normal-weight and Cracked 1 / ", / 8 ", 1 / ", / 8 ", / " A through F lightweight Uncracked 1 / ", / 8 ", 1 / ", / 8 ", / " A through F For SI: 1 inch =. mm. For pound-inch units: 1 mm = inch. 1 Reference ACI or ACI D..1.1, as applicable. The controlling strength is decisive from all appropriate failure modes (i.e. steel, concrete breakout, pullout, pryout, as applicable) and design assumptions. See Section.1.8 for requirements for seismic design, where applicable. FIGURE 1A SCREW-BOLT+ ANCHOR DETAIL (Left Picture) AND HANGERMATE+ ANCHOR DETAIL (Right Picture) FIGURE 1B SCREW-BOLT+ (Top Picture) AND HANGERMATE+ (Bottom Pictures Internally Threaded Head and External Thread Head Rod Hanger Versions) 1.) Using the proper drill bit size, drill a hole into the base material to the required depth. The tolerances of the drill bit used should meet the requirements of ANSI Standard B1.1..) Remove dust and debris from hole during drilling (e.g. dust extractor, hollow bit) or following drilling (e.g. suction, forced air) to extract loose particles left from drilling..) Select a powered impact wrench or torque wrench and do not exceed the maximum torque, T impact,max or T inst,max, respectively, for the selected anchor diameter and embedment (See Table 1). Attach an appropriate sized hex socket to the wrench. Mount the screw anchor head into the socket..) Drive the anchor with an impact wrench or torque wrench through the fixture and into the hole until the head of the anchor comes into contact with the fixture. The anchor must be snug after installation. Do not spin the hex socket off the anchor to disengage. FIGURE SCREW-BOLT+ INSTALLATION INSTRUCTIONS 1.) Using the proper drill bit size, drill a hole into the base material to the required depth. The tolerances of the drill bit used should meet the requirements of ANSI Standard B1.1..) Remove dust and debris from hole during drilling (e.g. dust extractor, hollow bit) or following drilling (e.g. suction, forced air) to extract loose particles left from drilling..) Select a powered impact wrench or torque wrench and do not exceed the maximum torque, T impact,max or T inst,max, respectively, for the selected anchor diameter and embedment (See Table 1). Attach an appropriate sized hex socket to the wrench. Mount the screw anchor head into the socket..) Drive the anchor with an impact wrench or torque wrench through the fixture and into the hole until the head of the anchor comes into contact with the member surface. Do not spin the hex socket off the anchor to disengage. Insert threaded rod or threaded bolt element into Hangermate+. FIGURE HANGERMATE+ INSTALLATION INSTRUCTIONS (Internally Threaded Rod Hanger Version Illustrated) 9

30 ESR-889 Most Widely Accepted and Trusted Page 8 of 16 TABLE B RECOMMENDED INSTALLATION EQUIPMENT MATRIX 0

31 ESR-889 Most Widely Accepted and Trusted Page 9 of 16 TABLE 1 SCREW-BOLT+ AND HANGERMATE+ ANCHOR INSTALLATION AND SUPPLEMENTAL INFORMATION 1,, Anchor Property / Setting Information Notation Units 1 / Hangermate+ 1 / Nominal Anchor Size (inch) / 8 1 / / 8 / Head style - - Threaded Hex Head Hex Head Hex Head Hex Head Hex Head Nominal anchor diameter Minimum diameter of hole clearance in fixture d a d h Nominal drill bit diameter d bit Minimum nominal embedment depth Effective embedment Minimum hole depth Minimum concrete member thickness Minimum edge distance 6 Minimum spacing distance 6 Critical edge distance Minimum nominal anchor length 7 Maximum impact wrench power (torque) Max. installation torque Internally Threaded Head Wrench socket size Max. head height Max. washer dia. h nom h ef h o h min c min s min c ac l anch T impact,max T inst,max 1 / thread / 8 thread 1 / thread / 8 thread 1 / thread / 8 thread mm ft.-. (N-m) ft.-. (N-m) 0.0 (6.) N/A 1 / ANSI 1 / 8 (1) 1.0 (0) (1) 1 / (8) 1 1 / (8) 1 1 / (8). (110) 1 / 8 (1) 1.9 (9) 7 / 8 (7) 6.1 (16) 10 (0) 19 [] (6) () / 8 1 / / 6 / 6 1 / 1 / 0.0 (6.) / 8 (9.) 1 / ANSI 1 / 8 (1) 1.0 (0) (1) 1 / (8) 1 1 / (8) 1 1 / (8). (110) 1 / 19 [] (6) 10 (0) 1.9 (9) 7 / 8 (7) 6.1 (16) () (1) 1. () / 8 (60) 1 / (89) 0.7 (9.) 1 / (1.7) / 8 ANSI / 8 (7) 1 / (8).9 (60) / 8 (9) c min = 1 1 / (8) for s min ; s min = (1) for c min (1).0 6. (160) 00 (07) () 7.8 (198) 0 () / 8 (7) 1 / (11). (8) 0.00 (1.7) / 8 (1.9) 1 / ANSI.17 () / 8 (86) 1 / (1) 1 / / (70).9 (10) 00 (07) (61) 1 / (108). (8) / 8 (117) 6 / (171) 8.1 (0) 60 (81) 1 / (8). (6) / 8 (86) 6. (19) 0.6 (1.9) / (19.1) / 8 ANSI.88 (7) / 8 (111) 6 (1) 1 / / (70) 7.9 (01) 700 (99) 60 (81).7 (9) / 8 (17) 7 (178) 10.1 () 6 (1) 0.70 (19.1) 7 / 8 (.) / ANSI 1 / (108).08 (78) / 8 (117) 6 (1) 1 / 10.9 (77) 6 (1) 700 (99) 70 (81) N/A N/A N/A N/A N/A External Thread Head Wrench socket size Max. head height (including thread) Max. washer dia. / 8 thread 1 / 1 / 16 1 / N/A N/A N/A N/A N/A Hex Head Wrench socket size - Max. head height - Max. washer dia. - Effective tensile stress area (screw anchor body) Minimum specified ultimate strength Minimum specified yield strength Mean axial stiffness 8 Uncracked concrete Cracked concrete A se f uta f ya β uncr β cr (mm ) psi (N/mm ) psi (N/mm ) f/ (kn/mm) f/ (kn/mm) N/A 0.0 (8.8) 100,000 (690) 80,000 () 1,81,000 () 18,000 () 7 / 16 9 / 16 / 1 / / 8 1 / 6 / 8 1 / 6 7 / 6 / 6 7 / 6 / 1 1 / / / 0.0 (8.8) 100,000 (690) 80,000 () 1,,000 (11),000 (60) 0.09 (60.7) 9,00 (68) 7,000 (10) 1,17,000 (19) 0,000 (6) (11.9) 11,000 (79) 9,000 (6) 1,01,000 (171) 9,000 (9) 0.7 (177.0) 9,000 (68) 76,000 () 919,000 (1) 78, (7.) 9,000 (68) 76,000 () 1,08,000 (17) 19,000 (71) For SI: 1 inch =. mm, 1 ft- = 1.6 N-m, 1 psi = N/mm (MPa). N/A = Not Applicable. 1 The information presented in this table is to be used in conjunction with the design criteria of ACI 18-1 Chapter 17 or ACI Appendix D, as applicable. For installations in the topside of concrete-filled steel deck assemblies with minimum concrete member thickness, h min,deck, of. inches above the upper flute (topping thickness). See Table and the installation detail in Figure of this report. For installations in the topside of concrete-filled steel deck assemblies with sand-lightweight concrete fill, the maximum installation torque, T inst,max, is 18 ft.-. For installations through the soffit of steel deck assemblies into concrete, see Table and the installation detail in Figures A, B, 6A and 6B of this report. Tabulated minimum spacing values are based on anchors installed along the flute with axial spacing equal to the greater of h ef or 1. times the flute width. The embedment depth, h nom, is measured from the outside surface of the concrete member to the embedded end of the anchor. 6 Additional combinations for minimum edge distance, c min, and minimum spacing distance, s min, may be derived by linear interpolation between the given boundary values for the / 8 -inch-diameter anchors. 7 The listed minimum anchor length is based on the anchor sizes commercially available at the time of publication compared with the requirements to achieve the minimum nominal embedment depth, including consideration of a fixture attachment for hex head anchors. The minimum nominal anchor length is measured from under the head to the tip of the anchor. 8 Mean values shown, actual stiffness varies considerably depending on concrete strength, loading and geometry of application. 1

32 ESR-889 Most Widely Accepted and Trusted Page 10 of 16 TABLE ANCHOR SETTING INFORMATION FOR INSTALLATION ON THE TOP OF CONCRETE-FILLED STEEL DECK ASSEMBLIES WITH MINIMUM TOPPING THICKNESS 1,,, Anchor Property / Setting Information Notation Units 1 / Nominal Anchor Size (inch) / 8 1 / Head style - - Hex Head Hex Head Hex Head Nominal anchor diameter Minimum diameter of hole clearance in fixture d a d h Nominal drill bit diameter d bit Minimum nominal embedment depth Effective embedment Minimum hole depth Minimum concrete member thickness (topping thickness) Minimum edge distance Minimum spacing distance Critical edge distance Minimum nominal anchor length 6 Maximum impact wrench power (torque) Max. installation torque h nom h ef h o h min,deck c min,deck,top s min,deck,top c ac,deck,top l anch T impact,max T inst,max mm ft.-. (N-m) ft.-. (N-m) Wrench socket size - Max. head height - Max. washer diameter - 1 / 8 (1) 1.0 (0) (1).0 1 / 18(6) 0.0 (6.) / 8 (9.) 1 / ANSI 1 1 / (8) 1 1 / (8) 10 (0) 1.9 (9).0 () 0.7 (9.) 1 / (1.7) / 8 ANSI (1) 1. () / 8 (60) (1) (1). (89) 00 (07) () 0.00 (1.7) / 8 (1.9) 1 / ANSI (1) 00 (07) (61) 7 / 16 9 / 16 / 1 / 6 / 8 1 / 6 7 / 6 / 1 1 / 16 For SI: 1 inch =. mm, 1 ft-f = 1.6 N-m. 1 The anchors may be installed in the topside of concrete-filled steel deck floor and roof assemblies in accordance with Section. of this report provided the concrete thickness above the upper flute meets the minimum thicknesses specified in this table. Minimum concrete member thickness, h min,deck, refers to the concrete thickness above the upper flute (topping thickness). See Figure of this report. Applicable to the following conditions: For 1 / -inch-diameter anchors with 1 / 8 -inch nominal embedment, -inch h min,deck < 1 / -inch. For 1 / -inch-diameter anchors with -inch nominal embedment, -inch h min,deck < -inch. For / 8 -inch-diameter anchors with -inch nominal embedment, -inch h min,deck < 1 / -inch. For 1 / -inch-diameter anchors with -inch nominal embedment, -inch h min,deck < 1 / -inch. For all other anchor diameters and embedment depths, refer to Table 1 for applicable values of h min, c min and s min, which can be substituted for h min,deck, c min,deck,top and s min,deck,top, respectively. Design capacities shall be based on calculations according to values in Tables and of this report. The embedment depth, h nom, is measured from the outside surface of the concrete member to the embedded end of the anchor. 6 The listed minimum overall anchor length is based on the anchor sizes commercially available at the time of publication compared with the requirements to achieve the minimum nominal embedment depth, including consideration of a fixture attachment for hex head anchors. The minimum nominal anchor length is measured from under the head to the tip of the anchor. 1 Anchors may be placed in the top side of concrete over steel deck profiles in accordance with Figure provided the minimum concrete thickness above the upper flute (topping thickness), minimum spacing distance and minimum edge distances are satisfied as given in Table of this report. For all other anchor diameters and embedment depths installed in the top of concrete over steel deck profiles with topping thickness greater than or equal to the minimum concrete member thicknesses given in Table 1, the minimum spacing distances and minimum edge distances must be used from Table 1, as applicable. FIGURE INSTALLATION DETAIL FOR ANCHORS IN THE TOP OF CONCRETE OVER STEEL DECK FLOOR AND ROOF ASSEMBLIES WITH MINIMUM TOPPING THICKNESS (SEE DIMENSIONAL PROFILE REQUIREMENTS) 1,

33 ESR-889 Most Widely Accepted and Trusted Page 11 of 16 1 Anchors may be placed in the upper flute or lower flute of concrete-filled steel deck profiles in accordance with Figure A provided the minimum hole clearance of / - inch is satisfied for the selected anchor. See Table. Anchors in the lower flute of Figure A profiles may be installed with a maximum 1 / 16 -inch offset in either direction from the center of the flute. The offset distance may be increased proportionally for profiles with lower flute widths greater than those shown provided the minimum lower flute edge distance is also satisfied (e.g. 1 1 / -inch offset for 1 / -inch wide flute). See Table of this report for design data. FIGURE A SCREW-BOLT+ INSTALLATION DETAIL FOR ANCHORS IN THE SOFFIT OF CONCRETE OVER STEEL DECK FLOOR AND ROOF ASSEMBLIES (SEE DIMENSIONAL PROFILE REQUIREMENTS) 1,, 1 Anchors may be placed in the upper flute or lower flute of the concrete-filled steel deck profiles in accordance with Figure B provided the minimum hole clearance of / -inch is satisfied for the selected anchor. See Table. Anchors in the lower flute of Figure B profiles may be installed in the center of the flute. An offset distance may be given proportionally for profiles with flute widths greater than those shown provided the minimum lower flute edge distance is also satisfied. See Table of this report for design data. FIGURE B SCREW-BOLT+ INSTALLATION DETAIL FOR ANCHORS IN THE SOFFIT OF CONCRETE OVER STEEL DECK FLOOR AND ROOF ASSEMBLIES (SEE DIMENSIONAL PROFILE REQUIREMENTS) 1,, 1 Anchors may be placed in the upper flute or lower flute of the concrete-filled steel deck profiles in accordance with Figure 6A provided the minimum hole clearance of / -inch is satisfied for the selected anchor. See Table. Anchors in the lower flute of Figure 6A profiles may be installed with a maximum 1 / 16 -inch offset in either direction from the center of the flute. The offset distance may be increased proportionally for profiles with lower flute widths greater than those shown provided the minimum lower flute edge distance is also satisfied (e.g. 1 1 / - inch offset for 1 / -inch wide flute). See Table of this report for design data. FIGURE 6A HANGERMATE+ INSTALLATION DETAIL FOR SCREW ANCHORS IN THE SOFFIT OF CONCRETE OVER STEEL DECK FLOOR AND ROOF ASSEMBLIES (SEE DIMENSIONAL PROFILE REQUIREMENTS) 1,, 1 Anchors may be placed in the upper flute or lower flute of the concrete-filled steel deck profiles in accordance with Figure 6B provided the minimum hole clearance of / -inch is satisfied for the selected anchor. See Table. Anchors in the lower flute of Figure 6B profiles may be installed in the center of the flute. An offset distance may be given proportionally for profiles with flute widths greater than those shown provided the minimum lower flute edge distance is also satisfied. See Table of this report for design data. FIGURE 6B HANGERMATE+ INSTALLATION DETAIL FOR SCREW ANCHORS IN THE SOFFIT OF CONCRETE OVER STEEL DECK FLOOR AND ROOF ASSEMBLIES (SEE DIMENSIONAL PROFILE REQURIEMENTS) 1,,

34 ESR-889 Most Widely Accepted and Trusted Page 1 of 16 TABLE TENSION DESIGN INFORMATION FOR SCREW-BOLT+ AND HANGERMATE+ SCREW ANCHORS IN CONCRETE 1,,9 Anchor Property / Setting Information Notation Units 1 / Hangermate+ 1 / Nominal Anchor Size (inch) / 8 1 / / 8 / Anchor category 1, or Head style - - Threaded Hex Head Hex Head Hex Head Hex Head Hex Head Minimum nominal embedment depth Steel strength in tension h nom N sa 1 / 8 (1) 1 / 8 (1) (1) 1 / (8) STEEL STRENGTH IN TENSION (ACI or ACI D..1), (0.), (0.) 8,70 (8.8) 0,7 (91.1) 1 / (108) 1 / (8) 6,60 (116.8) Reduction factor, steel strength, φ Effective embedment Critical edge distance Critical edge distance, topside of concrete-filled steel decks with minimum topping thickness 9 Effectiveness factor for uncracked concrete Effectiveness factor for cracked concrete CONCRETE BREAKOUT STRENGTH IN TENSION (ACI or ACI D..) h ef c ac c ac,deck,top 1.0 (0). (110) 1.9 (9) 6.1 (16) 1.0 (0). (110) - [11] [11] (9) 6.1 (16).0 1. ().0. (89) (160).9 (60) 7.8 (98) 1.7. (8) - [11] [11] (1).17 ().9 (10). (8) 8.1 (0). (6) 6. (19).88 (7) 7.9 (01).7 (9) 10.1 () 1 / (108) 8,16 (169.8).08 (78) 10.9 (77) - [11] - [11] - [11] - [11] - [11] - [11] k uncr k cr Modification factor, cracked and uncracked concrete Ψ c,n Reduction factor, concrete breakout strength φ PULLOUT STRENGTH IN TENSION (ACI or ACI D..) Pullout strength, uncracked concrete (,00 psi) 6,10 N p,uncr Pullout strength, cracked concrete (,00 psi) 6,10 N p,cr See note 7 See note 7 See note 7 See note 7 See note 7 See note 7 76 (.) 1,1 (6.) 76 (.) 1,1 (6.) See note 7 1,6 (7.),1 (11.),700,080 (0.9) (1.7,70 (1.0) 6,900 (0.7) See note 7 Reduction factor, pullout strength φ PULLOUT STRENGTH IN TENSION FOR SEISMIC APPLICATIONS (ACI or ACI D...) Pullout strength, seismic (,00 psi) 6,8,10 N p,eq 60 (1.6) 1,170 (.) 60 (1.6) 1,170 (.) 900 (.0) 1,6 (7.),76 (1.) 1,6 (7.),1 (11.),700 1,910 (0.9) (8.) Reduction factor, pullout strength, seismic φ For SI: 1 inch =. mm, 1 ft- = 1.6 N-m, 1 psi = N/mm (MPa). 1 The data in this table is intended to be used with the design provisions of ACI 18-1 Chapter 17 or ACI Appendix D, as applicable; for anchors resisting seismic load combinations the additional requirements of ACI or ACI D.., as applicable, shall apply. Installation must comply with manufacturer s published installation instructions and details. All values of φ were determined from the load combinations of IBC Section 160., ACI 18-1 Section., or ACI Section 9.. If the load combinations of ACI Appendix C are used, then the appropriate value of φ must be determined in accordance with ACI D... For reinforcement that complies with ACI 18-1 Chapter 17 or ACI Appendix D requirements for Condition A, see ACI (c) or ACI Section D..(c), as applicable for the appropriate φ factor when the load combinations of IBC Section 160., ACI 18-1 Section. or ACI Section 9. are used. The anchors are considered a brittle steel elements as defined by ACI or ACI D.1, as applicable. Select the appropriate effectiveness factor for cracked concrete (k cr ) or uncracked concrete (k uncr ) and use ψ c,n = For calculation of N pn see Section.1. of this report. The characteristic pullout strength for concrete compressive strengths greater than,00 psi for 1 / -inch-diameter anchors may be increased by multiplying the value in the table by (f c /,00) 0. for psi or (f c / 17.) 0. for MPa. The characteristic pullout strength for concrete compressive strengths greater than,00 psi for / 8 -inch- to / -inch-diameter anchors may be increased by multiplying the value in the table by (f c /,00) 0. for psi or (f c / 17.) 0. for MPa. 7 Pullout strength does not control design of indicated anchors and does not need to be calculated for indicated anchor size and embedment. 8 Reported values for characteristic pullout strength in tension for seismic applications are based on test results per ACI., Section Anchors are permitted in the topside of concrete-filled steel deck assemblies in accordance with Figure of this report. 10 Anchors are permitted to be used in lightweight concrete in accordance with Section.1.1 of this report. 11 Tabulated critical edge distance values, c ac,deck,top, are for anchors installed in the top of concrete over steel deck profiles with a minimum concrete thickness, h min,deck, of. inches above the upper flute (topping thickness). For minimum topping thickness greater than or equal to the minimum concrete member thicknesses, h min, given in Table 1, the associated critical edge distance, c ac, for indicated anchor diameters and embedment depths may be used in the calculation of Ψ cp,n, in accordance with Section.1.10 of this report, as applicable., (10.9),70 (1.0),08 (18.)

35 ESR-889 Most Widely Accepted and Trusted Page 1 of 16 TABLE SHEAR DESIGN INFORMATION FOR SCREW-BOLT+ AND HANGERMATE+ SCREW ANCHORS IN CONCRETE 1,,7,8,9 Anchor Property / Setting Information Notation Units 1 / Hangermate+ 1 / Nominal Anchor Size (inch) / 8 1 / / 8 / Anchor category 1, or Head style - - Threaded Hex Head Hex Head Hex Head Hex Head Hex Head Threaded diameter - Minimum nominal embedment depth Steel strength in shear h nom V sa 1 / 8 (1) 1 / 1 / 8 (1) / 8 N/A N/A N/A N/A N/A 1 / 8 (1) (1) 1 / (8) STEEL STRENGTH IN SHEAR (ACI or ACI D.6.1) 860 (.8) 1, (6.9) 1,6 (7.),00 (9.1) Reduction factor, steel, strength φ STEEL STRENGTH IN SHEAR FOR SEISMIC APPLICATIONS (ACI or ACI D...) Steel strength in shear, seismic 6 V sa,eq 600 (.7) 1,90 (6.) 1,60 (6.1) 1,700 (7.6) Reduction factor, steel strength, seismic φ CONCRETE BREAKOUT STRENGTH IN SHEAR (ACI or ACI D.6.) Nominal anchor diameter Load bearing length of anchor d a l e (0) (9) 0.0 (6.) 1.0 (0) 1.9 (9) 1.0 (0) 0.0 (6.) 1.9 (9) Reduction factor, concrete breakout φ strength Coefficient for pryout strength Effective embedment depth 1. (),6 (1.),1 (10.8) 0.7 (9.) 1.7, (19.),00 (1.).9 (60) 1.7 8,860 (9.) 7,090 (1.) 0.00 (1.7).17 () PRYOUT STRENGTH IN SHEAR (ACI or ACI D.6.) 1 / (108) 11,17 (9.7) 8,90 (9.8). (8) 1 / (8). (6) 1,10 (.8) 9,8 (.8) 0.6 (1.9).88 (7) 1,8 (69.) 1,6 (.) k cp h ef (0) (9) 1.0 (0) 1.9 (9) 1.0 (0) 1.9 (9) Reduction factor, pryout strength φ () (60) (). (8). (6).88 (7).7 (9).7 (9) 1 / (108) 19,60 (8.7) 1,0 (68.) 0.70 (19.1).08 (78) For SI: 1 inch =. mm, 1 ft- = 1.6 N-m, 1 psi = N/mm (MPa). N/A = Not Applicable. 1 The data in this table is intended to be used with the design provisions of ACI 18-1 Chapter 17 or ACI Appendix D, as applicable; for anchors resisting seismic load combinations the additional requirements of ACI or ACI D.., as applicable shall apply. Installation must comply with manufacturer s published installation instructions and details. All values of φ were determined from the load combinations of IBC Section 160., ACI 18-1 Section., or ACI Section 9.. If the load combinations of ACI Appendix C are used, the appropriate value of φ must be determined in accordance with ACI Section D... For reinforcement that complies with ACI 18-1 Chapter 17 or ACI Appendix D requirements for Condition A, see ACI (c) or ACI D..(c), as applicable, for the appropriate φ factor when the load combinations of IBC Section 160., ACI 18-1 Section., or ACI Section 9. are used. The anchors are considered a brittle steel elements as defined by ACI or ACI D.1. Reported values for steel strength in shear are based on test results per ACI., Section 9. and must be used for design in lieu of the calculated results using equation b of ACI 18-1 or equation D-9 in ACI D Reported values for steel strength in shear are for seismic applications and based on test results in accordance with ACI., Section 9.6 and must be used for design. 7 Anchors are permitted in the topside of concrete-filled steel deck assemblies in accordance with Figure of this report. 8 Anchors are permitted to be used in lightweight concrete in accordance with Section.1.1 of this report. 9 Hangermate+ shear values are for threaded rod or steel inserts with and ultimate strength, F u 1 ksi; threaded rod or steel inserts with an F u less than 1 ksi are allowed provided the steel strength shear values are multiplied by the ratio of F u (ksi) of the steel insert and 1 ksi..08 (78)

36 ESR-889 Most Widely Accepted and Trusted Page 1 of 16 TABLE TENSION AND SHEAR DESIGN INFORMATION FOR SCREW-BOLT+ AND HANGERMATE+ SCREW ANCHORS IN THE SOFFIT (THROUGH THE UNDERSIDE) OF CONCRETE-FILLED STEEL DECK ASSEMBLIES 1,,,,,6,7 Anchor Property / Setting Information Notation Units 1 / Hangermate+ 1 / Nominal Anchor Size (inch) / 8 1 / / 8 / Anchor category 1, or Head style - - Threaded Hex Head Hex Head Hex Head Hex Head Hex Head Threaded diameter - Minimum nominal embedment depth Effective embedment Minimum hole depth Minimum concrete member thickness 8 Pullout strength, uncracked concrete (,000 psi) Pullout strength, cracked concrete (,000 psi) Pullout strength, seismic (,000 psi) h nom h ef h o 1 / 8 (1) 1.0 (0) 1 / 1 / 1.9 (9) / 8 (67) 1 / 8 (1) 1.0 (0) 1 / / 8 N/A N/A N/A N/A N/A 1.9 (9) / 8 (67) 1 / 8 (1) 1.0 (0) 1 / 1.9 (9) / 8 (67) (1) 1. () 1 / 8 () 1.7 / 8 (67) 1 / (8).9 (60) / 8 (86) 1.7 / 8 (67).17 () 1 / 8 (79) 1 / (108). (8) / 8 (111) See Figure A for and Figure 6A for Hangermate+ (Minimum 7 / 8 -inch-wide deck flute) h min,deck,total N p,deck,uncr N p,deck,cr N p,deck,eq 1 / (10) 1,0 (6.) 61 (.7) 90 (1.) 1 / (10) 1,0, 1,0 (6.) (11.) (6.) 61 1,11 (.7) (.0) 90 (1.) 90 (.1) 61 (.7) 90 (1.) 1 / (10) 1 / (10),,7,6 (11.) (10.1) (11.8) 1,11 (.0) 90 (.1) 1,90 (.1) 1,880 (8.) 1 / (10),,600, (1.) (11.6) (1.8),90 1,0 (10.) (.),0 (10.) 1 / (8). (6) / 8 (86).88 (7) 1 / 8 (10) 1 / (10),97,610,10 (6.6) (11.6) (18.),00 1,600 (17.9) (7.1) Reduction factor, 9 pullout strength φ Steel strength in shear Steel strength in shear, seismic V sa,deck V sa,deck.eq 1,8 (6.6) 1,00 (.6),70 (1.),6 (11.0) 1,1 (.1) 960 (.) 890 (.0) 1,70 (7.0),9,0,0 (11.6) (11.) (11.) 16 (9.6) 1,77 (7.9) 1,90 (8.7),01 (9.0) 1,0 (.),0 (10.),,, (1.) (10.8) (10.8),0 1,90 (10.0) (8.7),09 (9.),00 (17.9) 990 (.),0 (1.9) 1,70 (7.7),8,60,60 (6.0) (11.8) (11.8),67,10 (0.8) (9.) Reduction factor, steel 9 strength in shear φ Minimum concrete member thickness 8 Pullout strength, uncracked concrete (,000 psi) Pullout strength, cracked concrete (,000 psi) Pullout strength, seismic (,000 psi) See Figure B for and Figure 6B for Hangermate+ (Minimum 1 / -inch-wide deck flute) h min,deck,total N p,deck,uncr N p,deck,cr N p,deck,eq 1,760 (7.8) 760 (.) (1.6) 1,760,07 1,760 (7.8) (9.) (7.8) 770 (.) 6 (.8) 910 (.0) 70 (.) 760 (.) (1.6),07 (9.) 910 (.0) 70 (.) 1,0 (6.) 81 (.6) 6 (.),1 (9.) 1,10 (6.7) 1,60 (.6),190 1,70 (1.) (7.6),60 (10.0) 1,98 (8.8) 180 (.7) 180 (.7) Reduction factor, 9 pullout strength φ Steel strength in shear Steel strength in shear, seismic V sa,deck V sa,deck.eq 1,680 (7.) 1,17 (.),180 (9.7) 1,960 (8.7) 1,880 (8.) 1,6 (7.0),1,11,11 (10.) (9.) (9.) 1,90 (8.6) 1,7 (6.6) 1,60 (.6),80,09 (1.) (9.) 1,96 (8.7) 1,67 (7.) Reduction factor, steel 9 strength in shear φ , (10.).7 (9) 1 / 8 (10) 6 1 / (19) 6,19 (7.6),9 (.0),1 (10.8) 6, (8.1),060 (.) 1 / (108).08 (78) / 8 (111) 6 1 / (19) 6,08 (7.1),8 (17.1),10 (1.),17 (.0),10 (18.) N/A N/A N/A N/A N/A N/A N/A N/A N/A For SI: 1 inch =. mm, 1 ft- = 1.6 N-m, 1 psi = N/mm (MPa). N/A = Not Applicable. 1 Installation must comply with manufacturer s published installation instructions and details. Values for N p,deck and N p,deck,cr are for sand-lightweight concrete (f' c, min =,000 psi) and additional lightweight concrete reduction factors need not be applied. In addition, evaluation for the concrete breakout capacity in accordance with ACI or ACI 18 D.., as applicable, is not required for anchors installed in the deck soffit (through underside). Values for N p,deck,eq are applicable for seismic loading; see Section.1.8. of this report. For the calculation of N pn, see Section.1. of this report; for all design cases Ψ c,p = 1.0. The characteristic pullout strength for concrete compressive strengths greater than,000 psi for 1 / -inch-diameter anchors may be increased by multiplying the value in the table by (f' c /,000) 0. for psi or (f c / 17.) 0. for MPa. The characteristic pullout strength for concrete compressive strengths greater than,000 psi for / 8 -inch- to / -inch-diameter anchors may be increased by multiplying the value in the table by (f c /,000) 0. for psi or (f c / 17.) 0. for MPa. loads for anchors installed through steel deck into concrete may be applied in any direction. 6 Values of V sa,deck and V sa,deck,eq are for sand-lightweight concrete and additional lightweight concrete reduction factors need not be applied. In addition, evaluation for the concrete breakout capacity in accordance with ACI or ACI D.6., as applicable, and the pryout capacity in accordance with ACI or ACI D.6., as applicable, are not required for anchors installed in the soffit (through underside). 7 Hangermate+ shear values are for threaded rod or steel inserts with and ultimate strength, F u 1 ksi; threaded rod or steel inserts with an F u less than 1 ksi are allowed provided the steel strength shear values are multiplied by the ratio of F u (ksi) of the steel insert and 1 ksi. 8 The minimum concrete member thickness, h min,deck,total, is the minimum overall thickness of the concrete-filled steel deck (depth and topping thickness). 9 All values of φ were determined from the load combinations of IBC Section 160., ACI 18-1 Section. or ACI 18 Section 9.. If the load combinations of ACI 18 Appendix C are used, then the appropriate value of φ must be determined in accordance with ACI D.. (ACI 18-08). 6

37 ESR-889 Most Widely Accepted and Trusted Page 1 of 16 TABLE 6 EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES 1,,,,,6,7,8,9 Anchor Nominal Anchor Diameter () 1 / / 8 1 / / 8 Nominal Embedment Depth () Effective Embedment () Allowable Load () 1 / , 1. 1, ,0 1 /.9 1, ,.17 1,68 1 /.,060 1 /.,10.88,7.7,79 / 1 /.08,0 Hangermate+ 1 / / 8 For SI: 1 inch =. mm; 1 f = 0.00 kn. 1 / , 1 / , Illustrative Allowable Stress Design Values in Table 7 are applicable only when the following design assumptions are followed: 1 Single anchor with static tension load only. Concrete determined to remain uncracked for the life of the anchorage. Load combinations from ACI 18-1 Section. or ACI Section 9., as applicable, (no seismic loading). 0% dead load and 70% live load, controlling load combination: 1.D + 1.6L. Calculated of weighted average for α = 1.(0.) + 1.6(0.7) = f c =,00 psi (normal weight concrete). 7 c a1 = c a c ac. 8 h h min. 9 Values are for Condition B; supplementary reinforcement in accordance with ACI or ACI D.. is not provided, as applicable. Given: Calculate the factored strength design resistance in tension, φφnn nn, and the allowable stress design value, T allowable,asd, for a 1 / -inch diameter screw anchor with -inch nominal embedment assuming the given conditions in Table 6. Calculation in accordance with ACI 18-1 Chapter 17 or ACI Appendix D and this report: Code Ref. Report Ref. Step 1. Calculate steel strength of a single anchor in tension: φφnn ssss = (0.6)(0,7) = 1,09 llllll. Step. Calculate concrete breakout strength of a single anchor in tension: φφnn cccc = φφ AA NNNN AA NNNN0 ψψ eeee,nn ψψ cc,nn ψψ cccc,nn NN bb NN bb = kk cc λ aa ff cc (h eeee ) 1. NN bb = ()(1.0),00(.17) 1. =,86 llllll. φφnn cccc = (0.6) (.) (1.0)(1.0)(1.0)(,86) =,9 llllll. (.) Step. Calculate pullout strength: φφnn pppp = φφnn pp,uuuuuuuu ψψ cc,pp φφnn pppp = n/a (pullout strength does not control per reported design values) Step. Determine controlling resistance strength in tension: φφnn nn = min φφnn ssss, φφnn ccbb, φφnn pppp = φφnn cccc =,9 llllll. Step. Calculate allowable stress design conversion factor for loading condition: Controlling load combination: 1.D + 1.6L αα = 1.(0%) + 1.6(70%) = 1.8 Step 6. Calculate allowable stress design value TT aaaaaaaaaaaaaaaaaa,aaaaaa = φφnn nn αα, = = 11, llllll. 11. D..1. (18-11) (18-1) D...1 (18-11) (18-1) D... (18-11) (18-1) D... (18-11) (18-1) D..1.1 (18-11) (18-1) 9. (ACI 18-11). (ACI 18-1) Table.1. Table.1. Table Table.1.. FIGURE 7 EXAMPLE STRENGTH DESIGN CALCULATION INCLUDING ASD CONVERSION, FOR ILLUSTRATIVE PURPOSES 7

38 ICC-ES Evaluation Report ESR-889 LABC and LARC Supplement Issued May 017 This report is subject to renewal November (800) -687 (6) A Subsidiary of the International Code Council DIVISION: CONCRETE Section: Concrete Anchors DIVISION: METALS Section: Post-Installed Concrete Anchors REPORT HOLDER: DEWALT 701 EAST JOPPA ROAD TOWSON, MARYLAND 186 (800) - engineering@powers.com EVALUATION SUBJECT: SCREW-BOLT+ SCREW ANCHORS AND HANGERMATE + ROD HANGER SCREW ANCHORS IN CRACKED AND UNCRACKED CONCRETE (DEWALT) 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that Screw Anchors and Hangermate+ Rod Hanger Screw Anchors in cracked and uncracked concrete, described in ICC-ES master evaluation report ESR-889, have also been evaluated for compliance with the codes noted below as adopted by Los Angeles Department of Building and Safety (LADBS). Applicable code editions: 017 City of Los Angeles Building Code (LABC) 017 City of Los Angeles Residential Code (LARC).0 CONCLUSIONS The Screw Anchors and Hangermate+ Rod Hanger Screw Anchors in cracked and uncracked concrete, described in Sections.0 through 7.0 of the master evaluation report ESR-889, comply with LABC Chapter 19, and LARC, and are subjected to the conditions of use described in this report..0 CONDITIONS OF USE The and Hangermate+ anchors described in this evaluation report must comply with all of the following conditions: All applicable sections in the master evaluation report ESR-889. The design, installation, conditions of use and labeling of the anchors are in accordance with the 01 International Building Code (01 IBC) provisions noted in the master evaluation report ESR-889. The design, installation and inspection are in accordance with additional requirements of LABC Chapters 16 and 17, as applicable. Under the LARC, an engineered design in accordance with LARC Section R01.1. must be submitted. The allowable and strength design values listed in the master evaluation report and tables are for the connection of the anchors to the concrete. The connection between the anchors and the connected members shall be checked for capacity (which may govern). This supplement expires concurrently with the master report, issued November 016 and revised May 017. 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 017 ICC Evaluation Service, LLC. All rights reserved. Page 16 of 16 8

39 ICC-ES Evaluation Report (800) -687 (6) ESR-889 FBC Supplement Issued November 016 This report is subject to renewal November 017. A Subsidiary of the International Code Council DIVISION: CONCRETE Section: Concrete Anchors DIVISION: METALS Section: Post-Installed Concrete Anchors REPORT HOLDER: DEWALT 701 EAST JOPPA ROAD TOWNSON, MARYLAND 186 (800) - engineering@powers.com EVALUATION SUBJECT: SCREW-BOLT+ SCREW ANCHORS AND HANGERMATE + ROD HANGER SCREW ANCHORS IN CRACKED AND UNCRACKED CONCRETE (DEWALT) 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that Screw Anchors and Hangermate+ Rod Hanger Screw Anchors in Cracked and Uncracked Concrete, recognized in ICC-ES master evaluation report ESR-889, have also been evaluated for compliance with the codes noted below: Compliance with the following codes: 01 Florida Building Code Building 01 Florida Building Code Residential.0 CONCLUSIONS The Screw Anchors and Hangermate+ Rod Hanger Screw Anchors in Cracked and Uncracked Concrete described in Sections.0 through 7.0 of the master evaluation report ESR-889 comply with the 01 Florida Building Code Building and the 01 Florida Building Code Residential, provided the design and installation are in accordance with the 01 International Building Code (IBC) provisions noted in the master evaluation report and the following conditions are met: Design wind loads must be based on Section 1609 of the 01 Florida Building Code Building or Section R of the 01 Florida Building Code Residential, as applicable. Load combinations must be in accordance with Section 160. or Section 160. of the 01 Florida Building Code Building, as applicable. Use of the Screw Anchors and Hangermate+ Rod Hanger Screw Anchors in cracked and uncracked concrete as described in the master evaluation report for compliance with the High-Velocity Hurricane Zone provisions of the 01 Florida Building Code Building and the 01 Florida Building Code Residential has not been evaluated, and is outside the scope of this supplement. For products falling under Florida Rule 9N-, verification that the report holder s quality-assurance program is audited by a quality-assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official, when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, issued November 016 and revised May 017. 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 017 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 1 9

40 0 Most Widely Accepted and Trusted ICC-ES Evaluation Report ICC-ES 000 (800) -687 (6) ESR-0 Issued 07/017 This report is subject to renewal 07/018. DIVISION: MASONRY SECTION: MASONRY ANCHORS REPORT HOLDER: DEWALT 701 EAST JOPPA TOWSON, MARYLAND 188 EVALUATION SUBJECT: SCREW-BOLT+ SCREW ANCHORS IN MASONRY (DEWALT) Look for the trusted marks of Conformity! 01 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence A Subsidiary of 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 017 ICC Evaluation Service, LLC. All rights reserved. 0

41 ICC-ES Evaluation Report ESR-0 Issued July 017 This report is subject to renewal July (800) -687 (6) A Subsidiary of the International Code Council DIVISION: MASONRY Section: Masonry Anchors REPORT HOLDER: DEWALT 701 EAST JOPPA ROAD TOWSON, MARYLAND 186 (800) - engineering@powers.com EVALUATION SUBJECT: SCREW-BOLT+ SCREW ANCHORS IN MASONRY (DEWALT) 1.0 EVALUATION SCOPE Compliance with the following codes: 01, 01, and 009 International Building Code (IBC) 01, 01, and 009 International Residential Code (IRC) For evaluation for compliance with codes adopted by Los Angeles Department of Building and Safety (LADBS), see ESR-0 LABC and LARC Supplement. Property evaluated: Structural.0 USES The anchors described in Section.1 of this report are used to anchor building components to fully grouted concrete masonry walls to resist static, wind and earthquake tension and shear loads, as noted in Section.0 of this report. The anchors are alternatives to Section 8.1. (01 edition), or Section.1. (011or 008 editions) of TMS 0/ACI 0/ASCE as referenced in Section of the IBC. The anchor system may also be used where an engineered design is submitted in accordance with Section R01.1. of the IRC..0 DESCRIPTION.1 Anchors: screw anchors are comprised of an anchor body with hex washer head. Available diameters are 1 / -inch, / 8-inch, 1 / -inch, / 8-inch and / -inch (6. mm, 9. mm, 1.7 mm, 1.9 mm and 19.1 mm). The anchor body and hex washer head are manufactured from lowcarbon steel which is case hardened and have minimum inch ( µm) zinc plating in accordance with ASTM B6 or minimum inch ( µm) mechanical zinc plating in accordance with ASTM B69, Class. The screw anchor is illustrated in Table A. The hex head of the anchor is formed with an integral washer and serrations on the underside. The anchor body is formed with dual lead threads and a chamfered tip. The screw anchors are installed in a predrilled hole with a powered impact wrench or torque wrench. The threads on the anchor tap into the sides of the predrilled hole and interlock with the base material during installation.. Grout-filled Concrete Masonry (Fully Grouted): The compressive strength of masonry, fꞌ m, at 8 days must be a minimum of 1,00 psi (10. MPa). Fully grouted masonry walls must comply with Chapter 1 of the IBC and must be constructed from the following materials:..1 Concrete Masonry Units (CMUs): Concrete masonry walls must be constructed from minimum Grade N, light-, medium-, or normal weight closed end, concrete masonry units (CMUs) conforming to ASTM C90. The nominal CMU size is 8 inches wide by8 inches high by 16 inches long... Grout (for Grout-filled Concrete Masonry): Groutfilled concrete masonry units must be fully grouted with grout complying with Section 10. of the 01 IBC, Section 10.1 of the 01 IBC, Section 10.1 of the 009 IBC, or Section R of the 01 IRC; Section R of the 01, and 009 IRC, as applicable. Alternatively, the grout must have a minimum compressive strength, when tested in accordance with ASTM C1019, equal to its specified strength, but not less than,000 psi (1.8 MPa)... Mortar: Mortar must be Types M, S or N prepared in accordance with Section of the 01 IBC, Section 10.9 of the 01 IBC, or Section 10.8 of the 009 IBC, or Section R of the 01 IRC, or Section R607.1 of the 01, and 009 IRC, as applicable..0 DESIGN AND INSTALLATION.1 Allowable Stress Design:.1.1 Design of Anchors Installed in Fully Grouted CMU Masonry: The design load values for anchors described in this report are based on allowable stress design (ASD), as an alternative to Section 8.1. (01 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 017 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 8 1

42 ESR-0 Most Widely Accepted and Trusted Page of 8 edition), or Section.1. of TMS 0/ACI 0/ASCE (011 or 008 editions) as referenced in Section of the IBC. For use under the IRC, an engineered design in accordance with R01.1. must be submitted to the code official. Allowable tension and shear loads for installation in grout-filled masonry walls are noted in Tables 1 through of this report. Allowable stress design tension and shear load values given in Tables and in grout-filled concrete masonry may be used to resist long-term loads, such as gravity loads, and short-term loads, such as wind and seismic The allowable loads for anchors installed in fully groutfilled concrete masonry or hollow masonry subjected to combined tension and shear forces must be determined by the following equation: n n P V s + s 1 P V t t where: P s = Applied service tension load (f or kn). P t = Allowable service tension load (f or kn). V s = Applied service shear load (f or kn). V t = Allowable service shear load (f or kn). n = / for the 1 / -inch, / 8-inch and / -inch (9. mm, 1.7 mm, 1.9 mm and 19.1 mm) anchors installed in the face of grout-filled concrete masonry. n = 1 for the 1 / -inch and / 8-inch (6. mm and 9. mm) anchors installed in the face of grout-filled concrete masonry and all anchor diameters installed in the top of grout-filled concrete masonry..1. Requirements for Minimum Spacing and Minimum Edge: Critical and minimum spacing and edge distance values, with appropriate reduction values, where applicable, are given in Tables and for fully grouted concrete masonry. Linear interpolation may be used to determine the allowable load reduction factor for intermediate anchor spacing and edge distances.. Installation: Anchors must be installed in accordance with this report and the manufacturer s printed installation instructions (MPII) represented in Figure 1. The anchors must not be installed until the base material has reached its minimum designated compressive strength. The drill bit size, hole diameter, embedment depth, spacing, edge distance and base material must comply with the requirements of this report. Installation procedures and locations must be in accordance with Tables 1, and as well as Figures A, 1,, and of this report, as applicable.. Special Inspection: Anchor must be installed with special inspections in accordance with IBC Section 170 and 170, and are also applicable for installations under the IRC. For screw anchors installed with special inspection, the following items, as applicable, must be inspected: anchor type, anchor dimensions, masonry type, masonry dimensions and compressive strength, drill bit size, anchor spacing, edge distances, embedment, and adherence to the manufacturer s printed installation instructions (MPII)..0 CONDITIONS OF USE The anchors described in this report are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions:.1 The anchors must be identified and installed in accordance with this report and the MPII. In the event of a conflict between the instructions in this report and the manufacturer s instructions, this report must govern.. Anchor sizes, dimensions, and minimum embedment depths are as set forth in this report.. Anchors resisting static and wind tension and shear loads in concrete masonry must be designed in accordance with Section.1 of this report.. For installations in grouted concrete masonry, anchors are recognized to dead, live, seismic and wind tension and shear load applications. When using the basic load combinations in accordance with IBC Section , allowable loads are not permitted to be increased for wind or seismic loading. When using the alternative basic load combinations in 009 IBC Section that include wind or seismic loads, the allowable loads for anchors are permitted to be increased by 1 / percent, or the alternative basic load combinations may be multiplied by a factor of 0.7. For the 01 and 01 IBC, the allowable loads or load combinations for these anchors must not be adjusted.. Anchors must be installed in holes predrilled in substrates described in this report, using carbidetipped drill bits complying with ANSI B The grout and mortar shall have attained its minimum design strength prior to installation of the anchors..7 Prior to installation, calculations demonstrating that the applied loads are less than the allowable loads described in this report must be submitted to the code official for approval. The calculations must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is being constructed..8 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of screw anchors subjected to fatigue and shock loading is unavailable at this time, the use of these anchors under these conditions is beyond the scope of this report..9 Where not otherwise prohibited by the code, anchors are permitted for installation in fire-resistance-rated construction provided at least one of the following conditions is fulfilled: Anchors are used to resist wind or seismic forces only. Anchors that support fire-resistance-rated construction or gravity load bearing structural elements are within a fire-resistance-rated envelope or a fire-resistance-rated membrane, are protected by approved fire-resistance-rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. Anchors are used to support nonstructural elements..10 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of anchors in cracked masonry is unavailable at this time, the use of adhesive anchors is limited to installation in

43 ESR-0 Most Widely Accepted and Trusted Page of 8 uncracked masonry. Cracking occurs when f t > f r due to service loads or deformations..11 Use of carbon steel anchors with zinc plating in accordance with ASTM B6 as described in Section.1 of this report is limited to dry interior locations. Use of anchors in an interior damp environment must have mechanical zinc plating in accordance with ASTM B69, Class..1 Steel anchoring elements in contact with preservativetreated wood or fire-retardant-treated wood must be in accordance with ASTM B6, Class..1 Special inspection, when required, must be provided in accordance with Section. of this report..1 The anchors are manufactured under a quality-control program with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC-ES Acceptance Criteria for Pre-drilled Fasteners (Screw Anchors) in Masonry (AC106), dated November 01, including tests for seismic qualification, edge distance and spacing, and installations for the top of fully-grouted CMU wall construction. 6. Quality-control documentation. 7.0 IDENTIFICATION screw anchors are identified in the field by dimensional characteristics and packaging. A diameter and length marking is stamped on the hex head of each Screw- Bolt+ screw anchor; these are visible after installation for verification. Packages are identified with the company name (DEWALT), anchor name; part number; type; anchor size and length; and the evaluation report number (ESR-0). FIGURE A EXAMPLES OF DEWALT DUST REMOVAL DRILLING SYSTEMS WITH HEPA DUST EXTRACTORS FOR ILLUSTRATION TABLE A DESIGN TABLE INDEX AND ANCHOR ILLUSTRATION 1 Adhesive Base Material Anchor Sizes (inch) Allowable Load Data Ilustration Grout-filled 1 /, / 8, 1 /, / 8, / Table 1 (wall faces and openings) Concrete Masonry 1 /, / 8, / Table (top of wall) 1 Design must be in accordance with Section.1 of this report and applicable allowable load data for the given conditions, as applicable.

44 ESR-0 Most Widely Accepted and Trusted Page of 8 1.) Using the proper drill bit size, drill a hole into the base material to the required depth. The tolerances of the drill bit used must meet the requirements of ANSI Standard B1.1..) Remove dust and debris from hole during drilling (e.g. dust extractor, hollow bit) or following drilling (e.g. suction, forced air) to extract loose particles left from drilling..) Select a powered impact wrench or torque wrench and do not exceed the maximum torque, T impact,max or T inst,max, respectively, for the selected anchor diameter and embedment (See Table 1). Attach an appropriate sized hex socket to the wrench. Mount the screw anchor head into the socket..) Drive the anchor with an impact wrench or torque wrench through the fixture and into the hole until the head of the anchor comes into contact with the fixture. The anchor must be snug after installation. Do not spin the hex socket off the anchor to disengage. FIGURE 1 SCREW-BOLT+ INSTALLATION INSTRUCTIONS (MPII) Anchor Property / Setting Information TABLE 1 SCREW-BOLT+ ANCHOR INSTALLATION AND SUPPLEMENTAL INFORMATION Notation Units 1 / / 8 Nominal Anchor Size (inch) 1 / / 8 / Head style - - Hex Head Hex Head Hex Head Hex Head Hex Head Nominal anchor diameter d a Minimum diameter of hole clearance in fixture d h / 8 1 / / 8 / 7 / 8 Nominal carbide drill bit diameter d bit 1 / / 8 1 / / 8 / Minimum nominal embedment depth 1 hnom 1 / 8 1 / 1 / 1 / 6 1 / Minimum hole depth h o 7 / 8 / 8 / 8 7 / 8 / 8 / 8 / 8 / 8 6 / 8 Critical edge distance c cr See Table for anchors installed in wall faces 7 Minimum edge distance c min See Table for anchors installed in the top of grout-filled concrete masonry Critical spacing distance s cr See Table for anchors installed in wall faces 7 Minimum spacing distance s min See Table for anchors installed in the top of grout-filled concrete masonry Minimum nominal anchor length 7 lanch 1 / 6 8 Maximum impact wrench power (torque rating) Timpact,max ft Max. installation torque 6 T inst,max ft Wrench socket size - 7 / 16 9 / 16 / 1 / / 8 Max. head height - 1 / 6 / 8 1 / 6 7 / 6 / 6 Max. washer dia. - 7 / 6 / 1 1 / / / Hex Head Effective tensile stress area A (screw anchor body) se Minimum specified ultimate f strength uta psi 100,000 9,00 11,000 9,000 9,000 Minimum specified yield f strength ya psi 80,000 7,000 9,000 76,000 76,000 For SI: 1 inch =. mm, 1 ft- = 1.6 N-m, 1 psi = N/mm (MPa). 1 The embedment depth, h nom, is measured from the outside surface of the concrete member to the embedded end of the anchor. Critical spacing and edge distances are the anchor distances for which no reduction in load capacity is required. Minimum spacing and edge distances are the smallest anchor distances allowed for installation. The listed minimum anchor length is based on the anchor sizes commercially available at the time of publication compared with the requirements to achieve the minimum nominal embedment depth, including consideration of a fixture attachment for hex head anchors. The minimum nominal anchor length is measured from under the head to the tip of the anchor. Due to the variability in measurement procedures, the published torque of an impact tool may not correlate with the listed maximum impact wrench power. Over-torquing post-installed anchors can damage the anchor and/or reduce its holding capacity. 6 Maximum installation torque is provided for installations using a calibrated torque wrench. 7 Installations in wall faces are applicable for screw anchors in the ends of grout-filled concrete masonry units where minimum edge and end distances are maintained.

45 ESR-0 Most Widely Accepted and Trusted Page of 8 Anchor Diameter, d (inches) Anchor Diameter, d (inches) TABLE ALLOWABLE SCREW-BOLT+ TENSION AND SHEAR LOAD CAPACITIES INSTALLED INTO GROUT-FILLED CONCRETE MASONRY UNITS 1,,,,,6,7,8,9 Minimum Embedment, h nom (inches) Allowable Load at c cr and s cr (pounds) 1 1 / 8 1 / 60 0 / 8 1 / 1, / 1 / 1,190 1 / 880 / 8 1,70 1,10 / 6 1 / 1, Minimum Embedment, h nom (inches) Allowable Load at c cr and s cr, Direction 1 & (pounds) 10 Allowable Load at c cr and s cr, Direction & (pounds) / / / 8 1 / ,80 1,80 / 1 /,180,180 1 /,090, / 8,60,60,800,0 / 6 1 /,100,68 Critical Distance, s cr (inches) TENSION LOAD Spacing Distance, s Edge or End Distance, c or c 1 (see Figure ) Minimum Distance, s min (inches) Allowable Load Factor at s min Critical Distance, c cr (inches) Minimum Distance, c min (inches) Allowable Load Factor at c min 1.0 / 1 1 / / / / Critical Distance, s cr (inches) SHEAR LOAD Spacing Distance, s Edge or End Distance, c or c 1 (see Figure ) Minimum Distance, s min (inches) Allowable Load Factor at s min Critical Distance, c cr (inches) Minimum Distance, c min (inches) Allowable Load Factor at c min Load Perpendicular to Edge or End (Direction 1 & ) Load Parallel to Edge or End (Direction & ) 1.0 / 1 1 / / / / For SI: 1 inch =. mm; 1 = 0.00 kn, 1 psi = MPa. 1 All values are for anchors installed in fully grouted concrete masonry wall construction with materials in compliance with Section. of this report. Concrete masonry units must be light-, medium, or normal-weight conforming to ASTM C90. Allowable loads are based on a safety factor of.0. Anchors are recognized to dead, live, seismic and wind tension and shear load applications. See Sections.1 and. of this report for design with load combinations. For combined loading, see Section.1 of this report. Anchors may be installed in any location in the face of the masonry wall (cell, web, bed joint) except within 1 1 / inch from the of the vertical mortar joint (head joint), center-to-center, provided the minimum edge and end distances are maintained. A maximum of two anchors may be installed in a single masonry cell in accordance with the spacing and edge or end distance requirements. Embedment is measured from the outside surface of the concrete masonry unit to the embedded end of the anchor. See Figure of this report. The critical spacing distance, s cr, is the anchor spacing where full load values in the table may be used. The minimum spacing distance, s min, is the minimum anchor spacing for which values are available and installation is permitted. Spacing distance is measured from the centerline to centerline between two anchors. 6 The critical edge or end distance, c cr, is the distance where full load values in the table may be used. The minimum edge or end distance, c min, is the minimum distance for which values are available and installation is permitted. Edge or end distance is measured from anchor centerline to the closest unrestrained edge. 7 The tabulated values are applicable for anchors installed into the ends of grout-filled concrete masonry units (e.g. wall opening) where minimum edge distances are maintained. 8 Load values for anchors installed less than s cr and c cr must be multiplied by the appropriate load reduction factor based on actual spacing (s) or edge distance (c). Load factors are multiplicative; both spacing and edge reduction factors must be considered. 9 Linear interpolation of load values between minimum spacing (s min) and critical spacing (s cr) and between minimum edge or end distance (c min) and critical edge or end distance (c cr) is permitted. 10 See Figure for illustration of shear load directions.

46 ESR-0 Most Widely Accepted and Trusted Page 6 of 8 Anchor Diameter d (inches) TABLE ALLOWABLE SCREW-BOLT+ TENSION AND SHEAR LOADS FOR THREADED RODS INSTALLED INTO THE TOPS OF GROUT-FILLED CONCRETE MASONRY UNITS 1,,,,,6,7,8,9,10 Minimum Embedment h nom (inches) Minimum Spacing Distance (inches) Minimum Edge Distance, (inches) Minimum End Distance, (inches) Load (pounds) Load Perpendicular to Edge of Masonry Wall (II to end) Load (pounds) Load Parallel to Edge of Masonry Wall ( to end) 1 / 1 / 8 / 1,10 (see Note for 8 reduced minimum 1 / spacing distances) / / / 6 1 / 1 1 / 1 1, For SI: 1 inch =. mm; 1 = 0.00 kn, 1 psi = MPa. 1 All values are for anchors installed in fully grouted concrete masonry wall construction with materials in compliance with Section. of this report. Concrete masonry units must be light-, medium, or normal-weight conforming to ASTM C90. Allowable loads are based on a safety factor of.0. Anchors are recognized to dead, live, seismic and wind tension and shear load applications. See Sections.1 and. of this report for design with load combinations. For combined loading, see Section.1 of this report. Anchors may be installed in any location in the top of the masonry wall except within 1 1 / -inch from the mortar joint (head joint), provided the minimum edge and end distances are maintained. A maximum of two anchors may be installed in a single masonry cell in accordance with the spacing and edge or end distance requirements. Embedment is measured from the outside surface of the concrete masonry unit to the embedded end of the anchor. See Figure of this report. Minimum spacing distance for 1 / -inch-diameter anchors shall be 8 inches and may be reduced to inches provided the allowable load reduction factor of 0.0 is applied. Linear interpolation may be used to determine the reduction factor for intermediate anchor spacing distances between 8 inches and inches. 6 Spacing distance is measured from the centerline to centerline between two anchors. 7 Linear interpolation may be used to for 1 / -inch-diameter anchors to determine allowable loads for edge distances between / inches and 1 / inches. 8 The edge and end distance is measured from the anchor centerline to the closest unrestrained edge and end of the CMU block, respectively. See Figure of this report for an illustration of the top of grouted masonry walls. 9 Spacing distance is measured from the centerline to centerline between two anchors. 10 Allowable shear loads parallel and perpendicular to the edge of a masonry wall may be applied in or out of plane, respectively. See Figure. (1) load perpendicular to End and parallel to Edge () load perpendicular to Edge and parallel to End () load parallel to Edge and perpendicular away from End () load parallel to End and perpendicular to bottom of wall FIGURE ILLUSTRATION OF SCREW-BOLT+ ANCHORS INSTALLED INTO GROUTED CONCRETE MASONRY WALL FIGURE DIRECTION OF SHEAR LOADING IN RELATION TO EDGE AND END OF MASONRY WALL (1) load parallel to Edge and perpendicular to End () load parallel to End and perpendicular to Edge () load parallel to Edge and perpendicular away from End () load parallel to End and perpendicular to opposite Edge FIGURE SCREW-BOLT+ ANCHORS INSTALLED INTO THE TOP OF GROUTED CONCRETE MASONRY WALL 6

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