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Mechanical Anchoring Systems Mechanical Anchoring Systems 3.3 3.3.1 HDA Undercut Anchor 3.3.1.1 Product Description The Hilti HDA Undercut Anchor is a heavy duty mechanical undercut anchor whose undercut segments incorporate carbide tips so as to perform a selfundercutting process designed to develop a ductile steel failure. The HDA system includes either the HDA-P preset or HDA-T through-set style anchors, stop drill bits, setting tool, and roto-hammer drill for M10, M12, M16 and M20 models. The HDA is available in a sherardized and type 316 stainless steel versions for outdoor environments offered in two lengths to accommodate various material thicknesses to be fastened. Product Features Undercut segments provide castin-place like performance with limited expansion stresses Bolt meets ductility requirements of ACI 318 Section D1 Self-undercutting wedges provide an easy, fast and reliable anchor installation Excellent performance in cracked concrete 3.3.1.2 Material Specifications HDA-T/-TF/-P/-PF carbon steel cone bolt; strength requirements of ISO 898, class 8.8 Undercut keying load transfer allows for reduced edge distances and anchor spacings Through-set style provides increased shear capacity Fully removable Type 316 stainless steel for corrosive environments Sherardized zinc coating has equivalent corrosion resistance to hot dipped galvanizing Guide Specifications Undercut Anchors Undercut anchors shall be of an undercut style with brazed tungsten carbides on the embedded end that perform the self-undercutting process. Undercut portion of anchor shall have a minimum projected bearing area equal to or greater than 2.5 times the nominal bolt area. The bolt shall conform to ISO 898 class 8.8 strength requirements. Anchors dimensioned and supplied by Hilti. Installation Refer to 3.3.1.4. Mechanical Properties ƒ y ƒ ut ksi (MPa) ksi (MPa) 92.8 (640) 116 (800) HDA-T/-TF/-P/-PF carbon steel sleeve M10 & M12 123 (850) HDA-T/-TF/-P/-PF carbon steel sleeve M16 101.5 (700) HDA-T/-TF/-P/-PF carbon steel sleeve M20 79.8 (550) HDA-TR/-PR stainless steel cone bolt M10, M12 and M16 87 (600) 116 (800) HDA-TR/-PR stainless steel sleeve M10 and M12 123 (850) HDA-TR/-PR stainless steel sleeve M16 101.5 (700) HDA-T/-TF/-P/-PF galvanized carbon steel hexagonal nut HDA-TR/-PR nut conforms to DIN 934, grade A4-80 HDA-T/-TF/-TR/-P/-PF/-PR galvanized carbon steel washer HDA-T/-P components are electroplated min. 5 μm zinc HDA-TF/-PF sherardized components have average 53 μm zinc 3.3.1.1 Product Description 3.3.1.2 Material Specifications 3.3.1.3 Technical Data 3.3.1.4 Installation Instructions 3.3.1.5 Ordering Information 3.3.1.6 HDA Removal Tool HDA-P Undercut Anchor Pre-Set Type Listings/Approvals HDA-T Undercut Anchor Through-Set Type ICC-ES (International Code Council) ESR-1546 City of Los Angeles Research Report based on 2011 LABC pending European Technical Approval (ETA) ETA-99/0009 ETA-99/0016 Qualified under NQA-1 Nuclear Quality Program Independent Code Evaluation IBC 2009 pending IBC / IRC 2006 (AC 193 / ACI 355.2) Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2011 241

Mechanical Anchoring Systems 3.3.1 HDA Undercut Anchor 3.3.1.3 Technical Data Anchor Nomenclature HDA-T Table 1 - HDA Specifications HDA-P Hilti Design Anchor P pre-set before baseplate T through-set after/through baseplate Blank carbon steel zinc plated F carbon steel sherardized R 316 stainless steel Drill bit diameter (mm) Metric Thread diameter (mm) HDA-PF 22 M 12 x 125 / 50 Minimum embedment of undercut Maximum fastening thickness Anchor Size HDA-T/HDA-P M10 x 100/20 M12 x 125/30 M12 x 125/50 M16 x 190/40 M16 x 190/60 M20 x 250/50 M20 x 250/100 h min Minimum thickness of concrete mm (in.) 170 (6-3/4) 190 (7-1/2) 190 (7-1/2) 270 (10-5/8) 270 (10-5/8) 350 (13-3/4) 350 (13-3/4) l Total anchor length mm (in.) 150 (5.90) 190 (7.48) 210 (8.27) 275 (10.83) 295 (11.61) 360 (14.17) 410 (16.14) length I.D. code I L N R S V W t fix Fastening Thickness HDA-T, min. 1 mm (in.) 10 (0.39) 10 (0.39) 10 (0.39) 15 (0.59) 15 (0.59) 20 (0.79) 20 (0.79) HDA-T, max. mm (in.) 20 (0.79) 30 (1.18) 50 (1.97) 40 (1.58) 60 (2.36) 50 (1.97) 100 (3.94) HDA-P, max. mm (in.) 20 (0.79) 30 (1.18) 50 (1.97) 40 (1.58) 60 (2.36) 50 (1.97) 100 (3.94) d bit Nom. dia. of drill bit 2 mm 20 22 22 30 30 37 37 h o Min. depth of drill hole mm (in.) 107 (4.21) 134.5 (5.30) 134.5 (5.30) 203 (7.99) 203 (7.99) 266 (10.47) 266 (10.47) h ef Effective anchoring depth mm (in.) 100 (3.94) 125 (4.92) 125 (4.92) 190 (7.48) 190 (7.48) 250 (9.84) 250 (9.847) d h Recommended clearance hole (min.) HDA-T mm (in.) 21 (7/8) 23 (15/16) 23 (15/16) 32 (1-1/4) 32 (1-1/4) 40 (1-9/16) 40 (1-9/16 HDA-P mm (in.) 12 (1/2) 14 (9/16) 14 (9/16) 18 (3/4) 18 (3/4) 22 (7/8) 22 (7/8) d o Anchor Diameter HDA-T mm (in.) 19 (0.748) 21 (0.827) 21 (0.827) 29 (1.142) 29 (1.142) 36 (1.42) 36 (1.42) HDA-P mm (in.) 10 (0.394) 12 (0.472) 12 (0.472) 16 (0.630) 16 (0.630) 20 (0.78) 20 (0.78) d w Washer diameter mm (in.) 27.5 (1.08) 33.5 (1.32) 33.5 (1.32) 45.5 (1.79) 45.5 (1.79) 50 (1.97) 50 (1.97) S w Width across flats mm (in.) 17 19 19 24 24 30 30 T inst Installation torque Nm (ft-lb) 50 (37) 80 (59) 80 (59) 120 (88) 120 (88) 300 (221) 300 (221) Sleeve properties A sl Cross sectional area mm 2 (in 2 ) 196 (0.304) 223 (0.346) 223 (0.346) 445 (0.690) 445 (0.690) 675.6 (1.047) 675.6 (1.047) S sl Elastic section modulus mm 3 (in 3 ) 596 (0.0364) 779 (0.0475) 779 (0.0475) 2110 (0.1288) 2110 (0.1288) 3950 (0.241) 3950 (0.241) Bolt properties A b Bolt nominal area mm 2 (in 2 ) 78.5 (0.122) 113 (0.175) 113 (0.175) 201 (0.312) 201 (0.312) 314.16 (0.487) 314.16 (0.487) A t Bolt tension area mm 2 (in 2 ) 58 (0.090) 84.3 (0.131) 84.3 (0.131) 157 (0.243) 157 (0.243) 245 (0.380) 245 (0.380) S b Elastic section modulus mm 3 (in 3 ) 67 (0.0041) 117 (0.0071) 117 (0.0071) 293 (0.0179) 293 (0.0179) 541.3 (0.033) 541.3 (0.033) 1 Minimum thickness of fastened part as required to ensure engagement of full sleeve cross section in shear. 2 Metric stop drill bit must be used. See Section 3.3.1.4 for correct procedure and use of matched tolerance diamond core bits if required. 242 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2011

Mechanical Anchoring Systems HDA Undercut Anchor 3.3.1 3.3.1.3.1 Design Information Undercut Anchors Undercut anchors represent the state of the art in postinstalled anchor technology. When properly designed and proportioned, they transfer tension loads to the concrete in much the same way as cast-in-place headed bolts, that is, via bearing. Since friction is less critical in developing tension capacity, lower expansion forces are transmitted to the concrete. This reduces the overall stress state in the concrete prior to and during loading. The Hilti HDA Undercut Anchor System is the result of extensive research to determine the optimum geometry for load transfer at the bearing surface. Besides allowing for easy installation, the self-undercutting system automatically results in an excellent fit between the anchor bearing surface and the undercut, critical for limiting initial displacements. The HDA is equipped with a shear sleeve machined from high grade carbon steel. When used in the HDA-P preset configuration, shear loads are transferred through the threaded bolt to the sleeve and subsequently to the concrete in bearing. In HDA-T through-set applications, the sleeve engages the part to be fastened, thus substantially increasing the ultimate shear capacity of the anchorage. At ultimate, the sleeve and bolt act in concert to develop the full shear capacity of the anchor. 3.3.1.3.2 Design Method 3.3.2.3.2.1 Strength Design (LRFD) ACI 318 Appendix D replaces the strength design provisions of the IBC and provides a comprehensive and rational framework for calculating anchor capacity. The applicability of the method to the HDA Undercut Anchor is based on the similarity of performance and failure modes established for the HDA with those associated for cast-in-place headed bolts. This method can also be used for design in Canada according to CSA A23.3-94 providing the appropriate f factors for steel and concrete. See Table 9. 3.3.2.3.2.2 Allowable Stress Design (ASD) Compatible with existing Hilti design methods. Test data to develop the average ultimate load capacity, and evaluating the data using the 5% fractile method to determine the allowable working load. See ESR-1546 Section 4.2. The HDA Undercut Anchor is proportioned to consistently develop the bolt strength in tension at critical edge distances and spacings. At spacings and edge distances less than critical, concrete cone failure will generally limit the ultimate load. The reduction of expansion forces allows for designed installations at minimum edge distances and spacings significantly less than those typically used for other types of mechanical expansion anchors. The predictability of the failure modes associated with the HDA Undercut Anchor allow for increased repeatability in determining ultimate capacities for a particular design condition. The HDA Undercut Anchor was extensively tested prior to market introduction. Testing included static tension, shear, and oblique loading of both single anchors and groups, shock, seismic groups, seismic and shock loading. Exhaustive testing of the HDA performance in cracks confirms it s suitability for installation in tension zones. Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2011 243

Mechanical Anchoring Systems 3.3.1 HDA Undercut Anchor Table 2 HDA Strength Design Information Design parameter Symbol Units Nominal anchor diameter M10 M12 M16 M20 HDA HDA-F HDA-R HDA HDA-F HDA-R HDA HDA-F HDA-R HDA Anchor O.D. d o mm 19 21 29 35 (in.) (0.75) (0.83) (1.14) (1.38) Effective min. embedment depth 1 h ef,min mm 100 125 190 250 (in.) (3.94) (4.92) (7.48) (9.84) Minimum edge distance c min mm 80 100 150 200 (in.) (3-1/8) (4) (5-7/8) (7-7/8) Minimum anchor spacing s min mm 100 125 190 250 (in.) (4) (5) (7-1/2) (9-7/8) Minimum member thickness h min mm 170 190 270 350 (in.) (6-3/4) (7-1/2) (10-5/8) (13-3/4) Anchor category 2 1,2 or 3 1 Strength reduction factor for tension, steel failure modes 3 Ф 0.75 Strength reduction factor for shear steel failure modes Ф 0.65 Strength reduction factor for tension, Cond. A 0.75 Ф concrete failure modes 3 Cond. B 0.65 Strength reduction factor for shear, Cond. A 0.75 Ф concrete failure modes 3 Cond. B 0.70 Yield strength of anchor steel ƒ ya lb/in 2 92,800 87,000 92,800 87,000 92,800 87,000 92,800 Ultimate strength of anchor steel ƒ uta lb/in 2 116,000 Tensile stress area A se in 2 0.090 0.131 0.234 0.380 Steel strength in tension N sa lb 10,440 15,196 28,188 44,080 Effectiveness factor cracked concrete 4 k cr 30 30 Effectiveness factor uncracked concrete 4 k cr 24 24 5 k uncr /k cr Ψ c,n 1.25 1.25 Pullout strength cracked concrete 6 N p,cr lb 8,992 11,240 22,481 33,721 Steel strength in shear static 7 HDA-P/PF/PR Steel strength in shear, seismic 7,8 HDA-P/PF/PR Axial stiffness in service load range in cracked/uncracked concrete V sa lb 5,013 6,070 7,284 8,992 13,556 16,861 20,772 V eq lb 4,496 5,620 6,519 8,093 12,140 15,062 18,659 ß 1000 lb/in 80/100 1 Actual h ef for HDA-T is given by h ef,min + (t fix - t actual ) where t fix is given in Table 1 and t actual is the thickness of the part(s) being fastened. 2 See ACI 318 D.4.4. 3 For use with the load combinations of ACI 318 9.2. Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. 4 See ACI 318 D.5.2.2. 5 See ACI 318 D.5.2.6. 6 See ESR-1546, Section 4.1.3. 7 For HDA-T see Table 3. 8 See ESR-1546, Section 4.1.6. 9 See ACI 318 RD.5.2.7. The critical edge distance c ac does not exceed 1.5 h ef. Therefore, ψ equals 1.0. 244 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2011

Mechanical Anchoring Systems HDA Undercut Anchor 3.3.1 Table 3 - Steel Strength in Shear, HDA-T (lb) HDA-T HDA-TF HDA-TR Anchor Designation HDA-T 20-M10x100 HDA-T 22-M12x125 HDA-T 30-M16x190 HDA-T 37-M20x250 HDA-T 37-M20x250 HDA-TR 22-M12x125 HDA-TR 30-M16x190 Thickness of fastened part(s) Steel Strength in Shear, Static Steel Strength in Shear, Seismic 1 mm in. Vsa V eq 10 t < 15 3/8 t < 5/8 13,938 12,589 15 t < 20 5/8 t < 13/16 15,737 14,163 10 t < 15 3/8 t < 5/8 16,636 15,062 15 t 50 5/8 t < 2 18,659 16,636 15 t < 20 5/8 t < 13/16 30,574 27,427 20 t < 25 13/16 t < 1 34,621 31,248 25 t < 30 1 t < 1-3/16 38,218 34,396 30 t 60 1-3/16 t < 2-3/8 41,365 37,093 20 t < 35 13/16 t < 1-3/8 45,187 40,690 35 t < 50 1 t < 2 50,807 45,636 50 t 100 2 t < 4 54,629 49,233 10 t < 15 3/8 t < 5/8 15,512 13,938 15 t < 20 5/8 t < 13/16 16,186 14,613 10 t < 15 3/8 t < 5/8 20,233 17,985 15 t 50 5/8 t < 2 22,256 20,008 15 t < 20 5/8 t < 13/16 35,745 32,148 20 t < 25 13/16 t < 1 37,768 33,946 25 t < 30 1 t < 1-3/16 39,566 35,520 30 t 60 1-3/16 t < 2-3/8 40,915 36,869 1 The nominal steel strength V eq for the HDA-P shall be taken from Table 2. TABLE 4 - HDA-P/T and HDA PF/TF and HDA PR/TR Allowable Nonseismic Tension (ASD), Normal Weight Uncracked Concrete (lb) 1,2,3,4,5,6 Nominal Anchor Diameter Effective Embedment h ef Concrete Compressive Strength mm in. ƒ' c = 2,500 psi ƒ' c = 3,000 psi ƒ' c = 4,000 psi ƒ' c = 6,000 psi M10 100 3.94 5,440 5,960 6,880 8,430 M12 125 4.92 7,605 8,330 9,615 11,880 M16 190 7.48 14,250 15,610 18,025 22,075 M20 250 9.84 21,505 23,555 27,200 33,315 1 Single anchors with no edge or anchor spacing reductions and no supplementary reinforcement (Condition B). 2 Concrete determined to remain uncracked for the life of the anchorage. 3 Strength design load combinations from ACI 318 Section 9.2. ASD load combinations from ASCE 7-05, Section 2. 4 For strength design, the required strength = 1.6D + 1.2L. For ASD, the factored load = 1.0D + 1.0L. Conversion factor α is calculated by dividing the ACI 318 required strength by the ASCE 7 factored load. 5 Assuming a 50% dead and 50% live contributions, α = (1.6 0.5 + 1.2 0.5) / (1.0 0.5 + 1.0 0.5) = 1.4 6 ASD = Φ concrete N p,uncr / α = 0.65 N p,uncr / 1.4 TABLE 5 - HDA-P/T and HDA PF/TF and HDA PR/TR Allowable Nonseismic Tension (ASD), Normal Weight Cracked Concrete (lb) 1,2,3,4,5 Nominal Anchor Diameter Effective Embedment Concrete Compressive Strength mm in. ƒ' c = 2,500 psi ƒ' c = 3,000 psi ƒ' c = 4,000 psi ƒ' c = 6,000 psi M10 100 3.94 4,350 4,770 5,505 6,745 M12 125 4.92 6,080 6,665 7,695 9,425 M16 190 7.48 11,400 12,485 14,420 17,660 M20 250 9.84 17,205 18,845 21,760 26,650 1 Single anchors with no edge or anchor spacing reductions and no supplementary reinforcement (Condition B). 2 Strength design load combinations from ACI 318 Section 9.2. ASD load combinations from ASCE 7-05, Section 2. 3 For strength design, the required strength = 1.6D + 1.2L. For ASD, the factored load = 1.0D + 1.0L. Conversion factor α is calculated by dividing the ACI 318 required strength by the ASCE 7 factored load. 4 4. Assuming a 50% dead and 50% live contributions, α = (1.6 0.5 + 1.2 0.5) / (1.0 0.5 + 1.0 0.5) = 1.4. 5 ASD = Φ concrete N p,cr / α = 0.65 N p,cr / 1.4 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2011 245

Mechanical Anchoring Systems 3.3.1 HDA Undercut Anchor TABLE 6 - HDA-P/T and HDA PF/TF and HDA PR/TR Allowable Seismic Tension (ASD), Normal Weight Cracked Concrete (lb) 1,2,3,4,5 Nominal Anchor Diameter Effective Embedment Concrete Compressive Strength mm in. ƒ' c = 2,500 psi ƒ' c = 3,000 psi ƒ' c = 4,000 psi ƒ' c = 6,000 psi M10 100 3.94 3,531 3,870 4,465 5,470 M12 125 4.92 4,560 5,405 6,245 7,645 M16 190 7.48 9,250 10,130 11,700 14,330 M20 250 9.84 13,960 15,290 17,660 21,625 1 Single anchors with no edge or anchor spacing reductions and no supplementary reinforcement (Condition B). 2 Strength design load combinations from ACI 318 Section 9.2. ASD load combinations from ASCE 7-05, Section 2. 3 For strength design, the required strength = 1.2D + 1.0E. For ASD, the factored load = 1.0D + 0.7E. Conversion factor α is calculated by dividing the ACI 318 required strength by the ASCE 7 factored load. 4 Assuming a 50% dead and 50% earthquake contributions, α = (1.2 0.5 + 1.0 0.5) / (1.0 0.5 + 0.7 0.5) = 1.294 5 5. ASD = Φ concrete Ф seismic N p,cr / α = 0.65 0.75 N p,cr / 1.294 Table 7 - HDA-P/PF/PR Allowable Nonseismic and Seismic Shear (ASD), Steel (lb) 1,2 Design parameter M10 M12 M16 M20 HDA HDA-R HDA HDA-R HDA HDA-R HDA Allowable steel capacity, nonseismic 3,4,5 2,685 3,250 3,900 4,815 7,260 9,035 10,385 Allowable steel capacity, seismic 6,7,8 2,410 3,010 3,260 4,045 6,070 7,530 9,330 1 For single anchors with no edge or anchor spacing reductions and no supplementary reinforcement (Condition B). 2 Strength design load combinations from ACI 318 Section 9.2. ASD load combinations from ASCE 7-05, Section 2. 3 For nonseismic, the ACI 318 required strength = 1.6D + 1.2L and the ACSE 7-05 factored load = 1.0D + 1.0L. Conversion factor α is calculated by dividing the ACI 318 required strength by the ASCE 7 factored load. 4 Assuming a 50% dead and 50% live contributions, α = (1.6 0.5 + 1.2 0.5) / (1.0 0.5 + 1.0 0.5) = 1.4 5 Nonseismic ASD = Φsteel Vsa / α = 0.75 Vsa / 1.4 6 For seismic, the ACI 318 required strength = 1.2D + 1.0E and the ACSE 7-05 factored load = 1.0D + 0.7E. 7 Assuming a 50% dead and 50% earthquake contributions, α = (1.2 0.5 + 1.0 0.5) / (1.0 0.5 + 0.7 0.5) = 1.294 8 Seismic ASD = Φ steel Φ seismic V eq / α = 0.75 0.75 V eq / 1.294 Table 8 - HDA-T/TF/TR Allowable Nonseismic and Seismic Shear (ASD), Steel 1,2 Anchor Designation HDA-T 20-M10x100 HDA-T 22-M12x125 HDA-T 30-M16x190 HDA-T 37-M20x250 HDA-TR 20-M10x100 HDA-TR 22-M12x125 HDA-TR 30-M16x190 Fixture Thickness Allowable Steel Capacity mm in. V sa Nonseismic 3,4,5 V eq Seismic 6,7,8 10<t<15 3/8<t<5/8 7,465 5,470 15<t<20 5/8<t<13/16 8,430 6,155 10<t<15 3/8<t<5/8 8,910 6,545 15<t<50 5/8<t<2 9,995 7,230 15<t<20 5/8<t<13/16 16,380 11,920 20<t<25 13/16<t<1 18,545 13,585 25<t<20 1<t<1-3/16 20,475 14,950 30<t<60 1-3/16<t<2-3/8 22,160 16,125 20<t<35 13/16<t<1-3/8 24,205 17,690 35<t<50 1-3/8<t<2 27,220 19,840 50<t<100 2<t<4 29,265 21,400 10<t<15 3/8<t<5/8 8,310 6,060 15<t<20 5/8<t<13/16 8,670 6,350 10<t<15 3/8<t<5/8 10,840 7,820 15<t<50 5/8<t<2 11,925 8,695 15<t<20 5/8<t<13/16 19,150 13,975 20<t<25 13/16<t<1 20,235 14,755 25<t<20 1<t<1-3/16 21,195 15,440 30<t<60 1-3/16<t<2-3/8 21,920 16,025 1 Single anchors with no edge or anchor spacing reductions and no supplementary reinforcement (Condition B). 2 Strength design load combinations from ACI 318 Section 9.2. ASD load combinations from ASCE 7-05, Section 2. 3 For nonseismic, the ACI 318 required strength = 1.6D + 1.2L and the ACSE 7-05 factored load = 1.0D + 1.0L. Conversion factor α is calculated by dividing the ACI 318 required strength by the ASCE 7 factored load. 4 Assuming a 50% dead and 50% live contributions, α = (1.6 0.5 + 1.2 0.5) / (1.0 0.5 + 1.0 0.5) = 1.4 5 Nonseismic ASD = Φ steel V sa / α = 0.75 V sa / 1.4 6 For seismic, the ACI 318 required strength = 1.2D + 1.0E and the ACSE 7-05 factored load = 1.0D + 0.7E. 7 Assuming a 50% dead and 50% earthquake contributions, α = (1.2 0.5 + 1.0 0.5) / (1.0 0.5 + 0.7 0.5) = 1.294 8 Seismic ASD = Φ steel Φ seismic V eq / α = 0.75 0.75 V eq / 1.294 246 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2011

TABLE 9 - HDA Design Information in accordance with CSA A23,3-04 Annex D 1 Design parameter Symbol Units Mechanical Anchoring Systems HDA Undercut Anchor 3.3.1 Nominal anchor diameter Ref. M10 M12 M16 M20 A23,3-04 HDA HDA-R HDA HDA-R HDA HDA-R HDA Anchor O.D. d o mm 19 21 29 35 Effective min. embedment depth 1 h ef,min mm 100 125 190 250 Minimum edge distance c min mm 80 100 150 200 Minimum anchor spacing s min mm 100 125 190 250 Minimum member thickness h min mm 170 190 270 350 Anchor category 2 1,2 or 3 1 1 1 1 D.5.4c Concrete material resistance factor for concrete Ф c 0.65 0.65 0.65 0.65 8.4.2 Steel embedment material resistance factor for reinforcement Ф s 0.85 0.85 0.85 0.85 8.4.3 Strength reduction factor for tension, steel failure modes 3 R 0.80 0.80 0.80 0.80 D.4.3 Strength reduction factor for shear, steel failure modes R 0.75 0.75 0.75 0.75 8.5.4a Strength reduction factor for tension, concrete failure modes R Cond. A 1.15 1.15 1.15 1.15 8.5.4c R Cond. B 1.00 1.00 1.00 1.00 8.5.4c Strength reduction factor for shear, R Cond. A 1.15 1.15 1.15 1.15 8.5.4c concrete failure modes R Cond. B 1.00 1.00 1.00 1.00 8.5.4c Yield strength of anchor steel ƒ y MPa 640 600 640 600 640 600 640 Ultimate strength of anchor steel ƒ ut MPa 800 800 800 800 Effective cross-sectional area of anchor A se mm 2 58.1 84.5 156.8 245.2 D.6.1.2 Factored steel resistance in tension N sr kn 31.6 46.0 85.3 133.4 D.6.1.2 Coefficient for factored concrete breakout resistance in tension Steel strength in shear, seismic 7,8 HDA-P/PF/PR Factored pullout resistance in 20 MPa cracked concrete Factored steel resistance in shear HDA-P/PR, static Factored steel resistance in shear HDA-P/PR, seismic k 10 10 10 10 D.6.2.6 Ψ c,n 1.25 1.25 1.25 1.25 D.6.2.6 N pr,cr kn 27.9 27.9 34.9 34.9 69.8 69.8 104.7 D.6.3.6 V sr kn 14.2 17.2 20.7 25.5 38.4 47.8 58.9 D.7.1.2c V sr,seismic kn 12.7 15.9 18.5 22.9 34.4 42.7 52.9 1. For more information, please visit www.hilti.ca and navigate Service/Downloads, then Technical Downloads and open the Limit States Design Guide. 2. Effective area A se was revised in the document in 2011. The original area were estimates based on 70% of the gross area calculated using the nominal diameter. The revised values are the actual tensile stress areas. c Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2011 247

Mechanical Anchoring Systems 3.3.1 HDA Undercut Anchor Table 10 - Steel Strength in Shear, HDA -T (kn), in accordance with CSA A233,3-04 Annex D1 Anchor Designation Thickness of fastened part(s) Steel Strength in Shear, Steel Strength in Shear, Seismic 1 Static (kn) b (kn) a,b mm V sr V sr,seismic c HDA-T 20-M10x100 HDA-T 22-M12x125 HDA-T 30-M16x190 HDA-T 37-M20x250 10 t < 15 39.5 35.7 15 t < 20 44.6 40.2 10 t < 15 47.2 42.7 15 t 50 52.9 47.2 15 t < 20 86.7 77.8 20 t < 25 98.2 88.6 25 t < 30 108.4 97.5 30 t 60 117.3 105.2 20 t < 35 128.1 115.4 35 t < 50 144.1 129.4 50 t 100 154.9 139.6 Stainless Steel Anchors mm V sr V sr,seismic HDA-T 20-M10x100 HDA-TR 22-M12x125 HDA-TR 30-M16x190 10 t < 15 44.0 39.5 15 t < 20 45.9 41.4 10 t < 15 57.4 51.0 15 t 50 63.1 56.7 15 t < 20 101.4 91.2 20 t < 25 107.1 96.3 25 t < 30 112.2 100.7 30 t 60 116.0 104.6 a The nominal steel strength V sr,seismic for the HDA-P shall be taken from the HDA Design Information Table b For groups of anchors, multiply value by number of anchors, n 248 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2011

Mechanical Anchoring Systems HDA Undercut Anchor 3.3.1 Table 11 - Equipment required for setting HDA Anchors Hda Carbon Steel - Zinc Plated Anchor Hilti Hammer Drill 1 TE 25 TE 40/ TE 56/ TE 60- TE 70/ TE 35 (1st gear) 40-AVR 56-ATC ATC 70-ATC connection end TE-C TE-Y HDA-P 20-M10x100/20 HDA-T 20-M10x100/20 HDA-P 22-M12x125/30 HDA-T 22-M12x125/30 HDA-P 22-M12x125/50 HDA-T 22-M12x125/50 TE 75 TE-76/ 76-ATC HDA-P 30-M16x190/40 HDA-T 30-M16x190/40 HDA-P 30-M16x190/60 HDA-T 30-M16x190/60 HDA-P 37-M20x250/50 HDA-T 37-M20x250/50 HDA-P 37-M20x250/100 HDA-T 37-M20x250/100 1 To ensure IBC compliance, please reference ICC-ES ESR-1546 or call Hilti Technical Support. Hda-R Stainless Steel Anchor Hilti Hammer Drill 1 TE 25 TE 40/ TE 56/ TE 60- TE 70/ TE 35 (1st gear) 40-AVR 56-ATC ATC 70-ATC connection end TE-C TE-Y HDA-PR 20-M10x100/20 HDA-TR 20-M10x100/20 HDA-PR 22-M12x125/30 HDA-TR 22-M12x125/30 HDA-PR 22-M12x125/50 HDA-TR 22-M12x125/50 TE 75 TE-76/ 76-ATC HDA-PR 30-M16x190/40 HDA-PR 30-M16x190/60 HDA-PR 30-M16x190/60 HDA-TR 30-M16x190/60 1 To ensure IBC compliance, please reference ICC-ES ESR-1546 or call Hilti Technical Support. Hda-F Carbon Steel - Sherardized (Heavy-Duty Galvanization) Anchor Hilti Hammer Drill 1 TE 25 TE 40/ TE 56/ TE 60- TE 70/ TE 35 (1st gear) 40-AVR 56-ATC ATC 70-ATC connection end TE-C TE-Y HDA-PF 20-M10x100/20 HDA-TF 20-M10x100/20 HDA-PF 22-M12x125/30 HDA-TF 22-M12x125/30 HDA-PF 22-M12x125/50 HDA-TF 22-M12x125/50 TE 75 TE-76/ 76-ATC HDA-PF 30-M16x190/40 HDA-TF 30-M16x190/40 HDA-PF 30-M16x190/60 HDA-TF 30-M16x190/60 1 To ensure IBC compliance, please reference ICC-ES ESR-1546 or call Hilti Technical Support. TE 80- ATC TE 80- ATC TE 80- ATC Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2011 249

Mechanical Anchoring Systems HDA Undercut Anchor 3.3.1 3.3.1.5 Ordering Information HDA-T Anchor Description HDA-T HDA-TF HDA-TR HDA Stop Drill Bit Diamond Core Bit Setting Tool rod dia. x embed./ max. fixture thickness Galvanized Sherardised 316 Stainless Box Qty M10x100/20 12 M12x125/30 8 M12x125/50 8 M16x190/40 4 TE-Y B30x230 M16x190/60 4 TE-Y B30x250 M20x250/50 2 TE-Y B37x300 M20x250/100 2 TE-Y B37x350 Description (mm) dia. x drill depth Diameter Description TE-C-B20x120 TE-C-ST 20 M10 20mm TE-Y-B20x120 TE-Y-ST 20 M10 TE-C-B22x155 TE-C-ST 22 M12 22mm TE-Y-B22x155 TE-Y-ST 22 M12 TE-C-B22x175 TE-C-ST 22 M12 22mm TE-Y-B22x175 TE-Y-ST 22 M12 30mm 37mm (1-3/8 ) TE-Y-ST 30 M16 TE-Y-ST 37 M20 1 The drilling depth with the diamond core bit must not exceed 2/3 of the specified minimum drill hole depth. The last 1/3 of the drill hole depth must be completed with the specified stop drill bit (hammer drill). Always consult the engineer of record before cutting rebar. HDA-P Anchor Description HDA-P HDA-PF HDA-PR HDA Stop Drill Bit Diamond Core Bit Setting Tool rod dia. x embed./ max. fixture thickness Galvanized Sherardised 316 Stainless Box Qty M10x100/20 12 M12x125/30 8 M12x125/50 8 M16x190/40 4 M16x190/60 4 M20x250/50 2 M20x250/100 2 Description (mm) dia. x drill depth Diameter Description TE-C B20x100 TE-C-ST 20 M10 20mm TE-Y B20x100 TE-Y-ST 20 M10 TE-C B22x125 TE-C-ST 22 M12 22mm TE-Y B22x125 TE-Y-ST 22 M12 TE-C-B22x175 TE-C-ST 22 M12 22mm TE-Y-B22x175 TE-Y-ST 22 M12 TE-Y B30x190 30mm TE-Y-ST 30 M16 TE-Y B37x250 37mm TE-Y-ST 37 M20 1 The drilling depth with the diamond core bit must not exceed 2/3 of the specified minimum drill hole depth. The last 1/3 of the drill hole depth must be completed with the specified stop drill bit (hammer drill). Always consult the engineer of record before cutting rebar. Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2011 251

Mechanical Anchoring Systems 3.3.1 HDA Removal Tool 3.3.1.6 HDA Removal The Hilti HDA Removal Tool is designed to remove the Hilti HDA Undercut Mechanical Anchor that were installed in standard applications in accordance with Hilti guidelines. Product Features Complete removal of HDA design anchors for temporary applications The removal process strips the threads to prevent reuse of anchors for safety purposes Suitable for rotary hammers with TE-C style chucks Removal Instructions TE-C HDA-P HDA-T 1 2 1. Remove the nut and washer from the threaded rod, (also remove fastening part for HDA-P applications). 2. Push back the grip (against this spring pressure). 3. Allow the two drive lugs to engage the groove in the anchor sleeve using a slight twisting movement of the grip. Release the grip. 4. Insert the adapter (drive) into the drill chuck and lock. The TE 40 is recommended. Important: Switch off the hammering action (the removal tool will be permanently damaged if this step is neglected.). Use slow speed. This is setting 1 for the TE 40. 5. Put adapter (drive) onto the threaded spindle of the removal tool and switch on the drill. 6. The anchor sleeve will be extracted. 7. Disengage the drive lugs from the groove by lifting up and twisting the grip. 8. To return the tool to its starting position, put the adapter (drive) on the other end of the threaded spindle. 9. Switch on the hammer drill until the adapter stop reaches the removal tool. Removal Tool with Adapter Description Qty/Pkg Applicable Anchor Sizes TE-C-HDA-RT 20-M10 1 HDA M10 TE-C-HDA-RT 22-M12 1 HDA M12 TE-C-HDA-RT 30-M16 1 HDA M16 TE-C-HDA-RT 37-M20 1 HDA M20 252 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2011

ICC-ES Evaluation Report www.icc-es.org (800) 423-6587 (562) 699-0543 ESR-1546* Reissued March 1, 2012 This report is subject to renewal March 1, 2014. A Subsidiary of the International Code Council DIVISION: 03 00 00 CONCRETE Section: 03 16 00 Concrete Anchors REPORT HOLDER: HILTI, INC. 5400 SOUTH 122 nd EAST AVENUE TULSA, OKLAHOMA 74146 (800) 879-8000 www.us.hilti.com HiltiTechEng@us.hilti.com EVALUATION SUBJECT: HILTI HDA CARBON STEEL AND STAINLESS STEEL UNDERCUT ANCHORS FOR CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 and 2003 International Building Code (IBC) 2012, 2009, 2006 and 2003 International Residential Code (IRC) Property evaluated: Structural 2.0 USES The Hilti HDA Undercut Anchor is used to resist static, wind, and seismic tension and shear loads in cracked and uncracked normal-weight and sand-lightweight concrete having a specified compressive strength, f c, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). The anchoring system complies with anchors as described in Section 1909 of the 2012 IBC, Section 1912 of the 2009 and 2006 IBC and Section 1913 of the 2003 IBC. The anchoring system is an alternative to cast-in-place anchors described in Section 1908 of the 2012 IBC, Section 1911 of the 2009 and 2006 IBC, and Section 1912 of the 2003 IBC. The anchors may also be used where an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 HDA: The Hilti HDA Carbon Steel and Stainless Steel Undercut Anchors, designated as the HDA and HDA-R, respectively, are self-undercutting undercut anchors. The HDA and HDA-R are each comprised of six components as shown in Figures 1 and 2 of this report. The HDA and HDA-R are available in pre-set (HDA-P and HDA-PR) and through-set (HDA-T and HDA-TR) configurations as illustrated in Figures 1 and 2 of this report. All carbon steel parts receive a minimum 0.0002-inchthick (5 μm) galvanized zinc coating equivalent to ASTM B633, Type I. The HDA-R is fabricated from stainless steel with corrosion resistance equivalent to AISI 316 or AISI 316Ti. Dimensions and installation criteria are set forth in Tables 1 through 4 of this report. This anchor is manufactured using metric units. Strength design information is provided in Tables 5 and 6 of this report. An example calculation in accordance with the 2012 IBC is provided in Figure 13 of this report. 3.2 Carbon Steel HDA: 3.2.1 Cone Bolt: The cone bolt for the M10 through M16 sizes is cold-formed from carbon steel. The cone bolt for the M20 size is machined from carbon steel. The cone bolt is equipped on one end with rolled threads terminating in a dog-point. A parabolic cone is formed on the other end. A gap is provided in the thread for a painted red setting mark (used for visual setting control). This mark becomes visible only when complete installation of the anchor has been achieved. As packaged, the dog-point end of the rod is equipped with a removable clear plastic cap to protect the thread during the setting process. An alphabetic length code as listed in Table 1 of this report is stamped on the end of the rod to permit determination of the nominal embedment depth of the installed anchor. To prevent disassembly and possible improper installation of the anchor, the cone bolt is locked into the sleeve by means of an indentation in the sleeve. 3.2.2 Sleeve: The sleeve is machined from precision steel tubing. At the installed end of the anchor, the sleeve is equipped with six hinged bearing elements in a radial array. Two diametrically opposed elements are equipped with brazed tungsten carbide tips to facilitate the undercutting process during setting of the anchor. In the fully installed position, the bearing elements rest on the parabolic curve of the cone and bear on a form-fit undercut in the concrete. The opposite end of the sleeve is equipped with two D-shaped slots to engage the setting tool. 3.2.3 Washer: The M10 through M16 sizes are equipped with spring washers. The M20 size is equipped with a washer fabricated from galvanized carbon steel. 3.2.4 Hex Nut: The M10 through M20 sizes are equipped with a hexagonal nut formed from galvanized carbon steel conforming to DIN 934. *Revised August 2012 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 2012 Page 1 of 17 1000

ESR-1546 Most Widely Accepted and Trusted Page 2 of 17 3.2.5 Plastic Retention Ring: The expansion sleeve is equipped with a red plastic ring stamped with the name HILTI. The ring nests in the recess provided in the sleeve at the terminus of the expansion sections. It prevents displacement of the concrete into the recess at ultimate load levels. 3.3 Stainless Steel HDA-R: 3.3.1 Cone Bolt: The anchor rod and cone bolt are machined from stainless steel. The geometry and function are as described in Section 3.2.1. The cone bolt is equipped with a clear plastic cap as described in Section 3.2.1 of this report. 3.3.2 Sleeve: The sleeve is machined from solid bar stock stainless steel or precision steel tubing. The geometry and function are as described in Section 3.2.2 of this report. 3.3.3 Washer: The spring washer is fabricated from stainless steel. 3.3.4 Hex Nut: The hex nut is fabricated from stainless steel. 3.3.5 Plastic Retention Ring: As described in Section 3.2.5 of this report, but the color of the retention ring is black. 3.4 Concrete: Normal-weight and sand-lightweight concrete must conform to Sections 1903 and 1905 of the IBC. 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: Design strength of anchors complying with the 2012 and 2003 IBC as well as Section R301.1.3 of the 2012 and 2003 IRC, must be determined in accordance with ACI 318-11 Appendix D and this report. Design strength of anchors complying with the 2009 IBC and Section R301.1.3 of the 2009 IRC must be in accordance with ACI 318-08 Appendix D and this report. Design strength of anchors complying with the 2006 IBC and Section R301.1.3 of the 2006 IRC must be in accordance with ACI 318-05 Appendix D and this report. Design parameters provided in Tables 5 and 6 and references to ACI 318 are based on the 2012 IBC (ACI 318-11) unless noted otherwise in Sections 4.1.1 through 4.1.12 of this report. The strength design of anchors must comply with ACI 318 D.4.1, except as required in ACI 318 D.3.3. Strength reduction factors, φ, as given in ACI 318-11 D.4.3 must be used for load combinations calculated in accordance with Section 1605.2 of the IBC or Section 9.2 of ACI 318. Strength reduction factors, φ, as given in ACI 318-11 D.4.4 must be used for load combinations calculated in accordance with ACI 318 Appendix C. The value of f c used in the calculations must be limited to 8,000 psi (55.2 MPa), maximum, in accordance with ACI 318-11 D.3.7. An example calculation in accordance with the 2012 IBC is provided in Figure 15. 4.1.2 Requirements for Static Steel Strength in Tension: The nominal static steel strength, N sa, of a single anchor in tension calculated in accordance with ACI 318-11 D.5.1.2 is given in Table 5 of this report. Strength reduction factors, φ, corresponding to ductile steel elements may be used. 4.1.3 Requirements for Static Concrete Breakout Strength in Tension: The nominal static concrete breakout strength of a single anchor or group of anchors in tension, N cb or N cbg, respectively, must be calculated in accordance with ACI 318 D.5.2 with modifications as described in this section. The basic concrete breakout strength, N b, must be calculated in accordance with ACI 318 D.5.2.2, using the values of h ef and k cr as given in Table 5 of this report. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI 318 D.5.2.6 must be calculated with k uncr as given in Table 5 with Ψ c,n = 1.0. 4.1.4 Requirements for Static Pullout Strength in Tension: The nominal pullout strength of a single anchor in tension in accordance with ACI 318 D.5.3.1 and D.5.3.2 in cracked concrete N p,cr is given in Table 5. In lieu of ACI 318 D.5.3.6, Ψ c,p = 1.0 for all design cases. In accordance with ACI 318 D.5.3.2, the nominal pullout strength in tension in cracked concrete must be adjusted by calculation in accordance with Eq-1:, =,,, =,. (lb, psi) (N, MPa) (Eq-1) In uncracked concrete, pullout failure does not control and therefore need not be evaluated. 4.1.5 Requirements for Static Steel Strength in Shear V sa : The nominal steel strength in shear, V sa, of a single anchor in accordance with ACI 318 D.6.1.2 is given in Table 5 and Table 6 and must be used in lieu of the values derived by calculation from ACI 318-11, Eq. D-29. The strength reduction factor, φ, corresponding to ductile steel elements may be used. 4.1.6 Requirements for Static Concrete Breakout Strength in Shear, 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 318 D.6.2 with modifications as described in this section. The basic concrete breakout strength in shear, V b, must be calculated in accordance with ACI 318 D.6.2.2 using the value of l e and d a given in Table 5. In no case shall l e be taken as greater than 8d a in the calculation of V cb or V cbg. 4.1.7 Requirements for Static Concrete Pryout Strength in Shear, 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 318-11 D.6.3, modified by using the value of k cp provided in Table 5 and the value of N cb or N cbg as calculated in Section 4.1.3 of this report. 4.1.8 Requirements for Seismic Design: For load combinations including seismic, the design must be performed in accordance with ACI 318 D.3.3. For the 2012 IBC, Section 1905.1.9 shall be omitted. Modifications to ACI 318 D.3.3 shall be applied under Section 1908.1.9 of the 2009 IBC, Section 1908.1.16 of the 2006 IBC, or the following: CODE 2003 IBC and 2003 IRC ACI 318 D.3.3 SEISMIC REGION Moderate or High Seismic Risk CODE EQUIVALENT DESIGNATION Seismic Design Categories C,D,E and F The nominal steel strength, the nominal concrete breakout strength and the nominal pullout strength for anchors in tension and the nominal concrete breakout strength and pryout strength for anchors in shear are the same for seismic and static loading. They must be

ESR-1546 Most Widely Accepted and Trusted Page 3 of 17 calculated in accordance with ACI 318 D.5 and D.6, for tension and shear, respectively, taking into account the corresponding values given in Table 5 of this report. The nominal steel strength for seismic loads, V sa,eq for anchors in shear must be taken from Tables 5 and 6 of this report. 4.1.9 Requirements for Interaction of Tensile and Shear Forces: The effects of combined tensile and shear forces must be determined in accordance with ACI 318-11D.7. 4.1.10 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318-11 D.8.1 and D.8.3, values of s min and c min, respectively, as given in Table 5 of this report must be used. In lieu of ACI 318-11 D.8.5, minimum member thicknesses h min as given in Tables 3A and 3B of this report must be used. 4.1.11 Requirements for Critical Edge Distance, c ac : In lieu of ACI 318-11 D.5.2.7, the modification factor, Ψ cp,n, shall be taken as 1.0 for all cases. In accordance with ACI 318-11 D.8.6 tension tests in accordance with ACI 355.2 have determined splitting failure under external load does not govern the resistance of the HDA, i.e. c ac = 1.5h ef. Therefore, no values for the critical edge distance c ac are provided since this calculation is not required for design. 4.1.12 Sand-lightweight Concrete: For ACI 318-11 and ACI 318-08, when anchors are used in sand-lightweight concrete, the modification factor for concrete breakout, λ a or λ, respectively, must be taken as 0.6. In addition, the pullout strength N p,cr, must be multiplied by 0.6, as applicable. For ACI 318-05 the values N b, N p,cr, and V b determined in accordance with this report must be multiplied by 0.60, in lieu of ACI 318-11 D.3.4. 4.2 Allowable Stress Design (ASD): 4.2.1 General: Design values for use with allowable stress design (working stress design) load combinations calculated in accordance with Section 1605.3 of the IBC, must be established using Eq-2 and Eq-3:, = (Eq-2), = (Eq-3) where: T allowable, ASD = Allowable tension load (lbf or kn) V allowable, ASD = Allowable shear load (lbf or kn) φn n = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318 Appendix D, Section 4.1 of this report, and 2009 IBC Section 1908.1.9 or 2006 IBC Section 1908.1.16, as applicable. φv n = Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318 Appendix D, Section 4.1 of this report, and 2009 IBC Section 1908.1.9 or 2006 IBC Section 1908.1.16, as applicable. α = Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, α shall include all applicable factors to account for nonductile failure modes and required over-strength. Limits on edge distance, anchor spacing and member thickness as given in this report must apply. An example of Allowable Stress Design tension values is given in Table 7 of this report. 4.2.2 Interaction of Tensile and Shear Forces: The interaction shall be calculated in compliance with ACI 318-11 D.7 as follows: For shear loads V applied 0.2V allowable,asd, the full allowable load in tension T allowable,asd shall be permitted. For tension loads T applied 0.2T allowable,asd, the full allowable load in shear V allowable,asd shall be permitted. For all other cases: +,, 1.2 (Eq-4) 4.3 Installation: Installation parameters are provided in Tables 1 through 4 of this report and in Figures 1 through 3 of this report. Anchors must be installed per the manufacturer s instructions. (See Figures 5 through 14 of this report.) Anchor locations must comply with this report and the plans and specifications approved by the code official. Required stop drill bits and setting tools as indicated in Tables 4B, 4C and Figure 4 are provided by the manufacturer. Required hammer drill specifications are provided in Table 4A of this report. 4.4 Special Inspection: Special inspection is required in accordance with Section 1705.1.1 of the 2012 IBC, or Section 1704.15 of the 2009 IBC, or Section 1704.13 of the 2006 and 2003 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, hole cleaning procedures, anchor spacing, edge distances, concrete thickness, anchor embedment, tightening torque 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. Additional requirements as set forth in Sections 1705, 1706 and 1707 of the IBC must be observed, where applicable. 5.0 CONDITIONS OF USE The Hilti HDA and HDA-R anchors described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 Anchor sizes, dimensions and minimum embedment depths are as set forth in the tables of this report. 5.2 The anchors must be installed in accordance with the manufacturer s published installation instructions and this report. In case of conflict, this report governs 5.3 Anchors must be limited to use in concrete with a specified strength of f c = 2,500 psi to 8,500 psi (17.2 to 58.6 MPa). 5.4 The values of f c used for calculation purposes must not exceed 8,000 psi (55.2 MPa). 5.5 Loads applied to the anchors are adjusted in accordance with Section 1605.2 of the IBC for strength design and in accordance with Section 1605.3 of the IBC for allowable stress design. 5.6 Strength design values are established in accordance with Section 4.1 of this report. 5.7 Allowable design values are established in accordance with Section 4.2 of this report.

ESR-1546 Most Widely Accepted and Trusted Page 4 of 17 5.8 Anchor spacing(s) and edge distance(s) as well as minimum member thickness comply with Tables 3A, 3B and 5 of this report. 5.9 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the code official for approval. The calculations and details must be prepared by a registered design professional where required by the statues of the jurisdiction in which the project is to be constructed. 5.10 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of 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. 5.11 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. 5.12 Anchors may be used to resist short-term loading due to wind or seismic forces, subject to the conditions of this report. 5.13 Where not otherwise prohibited in the code, anchors are permitted for use with fire-resistance-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. 5.14 Use of zinc-coated carbon steel anchors is limited to dry, interior locations. 5.15 Special inspection must be provided in accordance with Section 4.4 of this report. 5.16 Anchors are manufactured by Hilti AG under an approved quality control program with inspections by UL LLC (AA-668). 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193), dated February 2012; and quality control documentation. 7.0 IDENTIFICATION The anchors are identified by packaging labeled with the manufacturer's name (Hilti, Inc.) and address, anchor name, anchor size, evaluation report number (ICC-ES ESR-1546), and the name of the inspection agency (UL LLC). The anchors have the letters HI HDA and the anchor designation embossed on the sleeve. FIGURE 1 PRE-SETTING ANCHOR HDA-P AND HDA-PR (PRE-POSITIONING)

ESR-1546 Most Widely Accepted and Trusted Page 5 of 17 FIGURE 2 THROUGH-FASTENING ANCHOR HDA-T AND HDA-TR (POST-POSITIONING) Anchor type TABLE 1 ANCHOR DIMENSIONAL CHARACTERISTICS (mm) t fix 1 [mm] min-max l B [mm] Length code letter HDA-P(R) 20-M10x100/20 0-20 150 I 100-17 19 16.8 18.5 19.5 10 HDA-T(R) 20-M10x100/20 10-20 150 I 120 17 17 19 16.8 18.5 19.5 10 HDA-P(R) 22-M12x125/30 0-30 190 L 125-19 21 18.8 20.5 21.4 12 HDA-P(R) 22-M12x125/50 0-50 210 N 125-19 21 18.8 20.5 21.4 12 HDA-T(R) 22-M12x125/30 10-30 190 L 155 27 19 21 18.8 20.5 21.4 12 HDA-T(R) 22-M12x125/50 10-50 210 N 175 47 19 21 18.8 20.5 21.4 12 HDA-P(R) 30-M16x190/40 0-40 275 R 190-24 29 26 29 29 16 HDA-P(R) 30-M16x190/60 0-60 295 S 190-24 29 26 29 29 16 HDA-T(R) 30-M16x190/40 15-40 275 R 230 35.5 24 29 26 29 29 16 HDA-T(R) 30-M16x190/60 15-60 295 S 250 35.5 24 29 26 29 29 16 l S [mm] HDA-P 37-M20x250/50 0-50 360 V 250-30 35 32 35 36 20 HDA-P 37-M20x250/100 0-100 410 X 250-30 35 32 35 36 20 HDA-T 37-M20x250/50 20-50 360 V 300 45 30 35 32 35 36 20 HDA-T 37-M20x250/100 50-100 410 X 350 95 30 35 32 35 36 20 For in-lb units: 1 mm = 0.03937 inches 1 first value: t fix,min minimum fixture thickness for pure tension load (shear load see Table 6), second value: t fix,max maximum fixture thickness. l k [mm] SW d S1 [mm] d S2 [mm] d S3 [mm] d C [mm] d B [mm] FIGURE 3 HDA DIMENSIONS

ESR-1546 Most Widely Accepted and Trusted Page 6 of 17 HDA M10 to M20 and HDA-R M10 to M16 TABLE 2 CHARACTERISTIC VALUES OF ANCHORS AND INSTALLATION 1,2,3 M10 M12 M16 M20 P T P T P T P T Nominal drill bit diameter 1 d bit mm 20 20 22 22 30 30 37 37 Minimum hole depth 1,2 Maximum clearance hole diameter in fastened part Min. thickness of fastened part h hole d h t min mm 107 107 133 133 203 203 266 266 (in.) (4.21) (4.21) (5.30) (5.30) (7.99) (7.99) (10.47) (10.47) mm 12 21 14 23 18 32 22 40 (in.) (0.47) (0.83) (0.55) (0.91) (0.71) (1.26) (0.87) (1.57) mm 0 10 0 10 0 15 0 20 (in.) 0 (0.39) 0 (0.39) 0 (0.59) 0 (0.79) Sleeve recess 3 h s mm 2 h s 6 2 h s 7 2 h s 8 2 h s 8 (in.) (0.08 h s 0.24) (0.08 h s 0.28) (0.08 h s 0.31) (0.08 h s 0.31) Nm 50 50 80 80 120 120 300 300 Installation torque T inst (ft-lb) (37) (37) (59) (59) (89) (89) (221) (221) For in-lb units: 1mm = 0.03937 inches, 1 Nm = 0.7376 ft-lb 1 Use required stop drill bits only. See Table 4b and 4c 2 Actual hole depth for HDA-T is provided by minimum hole depth + (t fix max - t fix ) where t fix max is provided in Table 3B and t fix is the thickness of the part(s) being fastened. 3 Sleeve recess after setting of the anchor: a) Pre-setting anchor HDA-P(R): distance from surface of the concrete member to top edge of the anchor sleeve (see Figure 1) b) Through-fastening anchor HDA-T(R): distance from top edge of the fixture to top edge of the anchor sleeve (see Figure 2) TABLE 3A MINIMUM THICKNESS OF CONCRETE MEMBER, HDA-P AND HDA-PR Anchor type HDA-P M10 HDA-PR M10 HDA-P M12 HDA-PR M12 HDA-P M16 HDA-PR M16 HDA-P M20 Minimum thickness of concrete member h min mm 180 200 270 350 (in.) (7.1) (7.9) (10.6) (13.8) For in units: 1mm = 0.03937 inches TABLE 3B MINIMUM THICKNESS OF CONCRETE MEMBER, HDA-T AND HDA-TR 1 Anchor type HDA-T M10 HDA-TR M10 HDA-T M12 HDA-TR M12 HDA-T M16 HDA-TR M16 HDA-T M20 Maximum fastenable thickness t fix,max mm 20 30 50 40 60 50 100 Minimum thickness of concrete member 1 h min mm 200-t fix 230-t fix 250-t fix 310-t fix 330-t fix 400-t fix 450-t fix (in.) (7.9- t fix ) (9.1- t fix ) (9.8- t fix ) (12.2- t fix ) (13.0- t fix ) (15.7- t fix ) (17.7- t fix ) For in units: 1mm = 0.03937 inches 1 h min is dependent on the actual fixture thickness t fix (use of a stop drill bit) e.g. HDA-T 22-M12*125/50 : t fix = 20mm h min = 250-20 = 230mm t fix = 50mm h min = 250-50 = 200mm.

ESR-1546 Most Widely Accepted and Trusted Page 7 of 17 HDA M10 to M20 and HDA-R M10 to M16 Hilti hammer-drill for anchor setting TE-C connection (SDS Plus) TE-Y connection (SDS Max) TABLE 4A REQUIRED HAMMER DRILLS FOR SETTING M10 M12 M16 M20 P T P T P T P T TE 25 1, TE 35, TE 40-AVR, (TE 35 only for HDA-R) TE 56 2,3, TE 56-ATC 2,3, TE 60 - - TE 70, TE 70-ATC, TE 75, TE 76 3, TE 76 ATC 3, TE 80 ATC-AVR 1 TE 25 first gear only. 2 TE 56 / TE 56 ATC: the impact energy range is only applicable for the specified setting tools. See Table 4B. 3 TE 56 / TE 56 ATC, TE 60, TE 75, TE 76 / TE 76 ATC, TE 80 ATC-AVR use max hammering power. TE 70, TE 70-ATC, TE 76 3, TE 76 ATC 3, TE 80 ATC- AVR TABLE 4B REQUIRED STOP DRILL BIT AND SETTING TOOL Anchor type Stop drill bit Setting tool HDA-P(R) 20-M10*100/20 HDA-T(R) 20-M10*100/20 TE-C-HDA-B 20*100 or TE-Y-HDA-B 20*100 TE-C-HDA-B 20*120 or TE-Y-HDA-B 20*120 TE-C-HDA-ST 20-M10 or TE-Y-HDA-ST 20-M10 HDA-P(R) 22-M12*125/30 HDA-P(R) 22-M12*125/50 HDA-T(R) 22-M12*125/30 HDA-T(R) 22-M12*125/50 TE-C-HDA-B 22*125 or TE-Y-HDA-B 22*125 TE-C-HDA-B 22*155 or TE-Y-HDA-B 22*155 TE-C-HDA-B 22*175 or TE-Y-HDA-B 22*175 TE-C-HDA-ST 22-M12 or TE-Y-HDA-ST 22-M12 HDA-P(R) 30-M16*190/40 TE-Y-HDA-B 30*190 HDA-P(R) 30-M16*190/60 HDA-T(R) 30-M16*190/40 TE-Y-HDA-B 30*230 TE-Y-HDA-ST 30-M16 HDA-T(R) 30-M16*190/60 TE-Y-HDA-B 30*250 HDA-P 37-M20*250/50 TE-Y-HDA-B 37*250 HDA-P 37-M20*250/100 HDA-T 37-M20*250/50 TE-Y-HDA-B 37*300 TE-Y-HDA-ST 37-M20 HDA-T 37-M20*250/100 TE-Y-HDA-B 37*350

ESR-1546 Most Widely Accepted and Trusted Page 8 of 17 TABLE 4C STOP DRILL BIT DIMENSIONS Stop drill bit TE-C/Y-HDA-B d 0 x l S Working length t [mm] Connection end TE- Marking Hilti C/Y d a -HDA l S (K) Nominal drilling diameter d a [mm] HDA l S (K) TE-C-HDA-B 20x100 107 C 20 HDA 100 TE-Y-HDA-B 20x100 107 Y 20 HDA 100 TE-C-HDA-B 20x120 127 C 20 HDA 120 TE-Y-HDA-B 20x120 127 Y 20 HDA 120 TE-Y-HDA-B 20x180 187 Y 20 HDA 180 TE-C-HDA-B 22x125 133 C 22 HDA 125 K TE-Y-HDA-B 22x125 133 Y 22 HDA 125 K TE-C-HDA-B 22x155 163 C 22 HDA 155 K TE-Y-HDA-B 22x155 163 Y 22 HDA 155 K TE-C-HDA-B 22x175 183 C 22 HDA 175 K TE-Y-HDA-B 22x175 183 Y 22 HDA 175 K TE-Y-HDA-B 22x215 223 Y 22 HDA 215 K TE-Y-HDA-B 30x190 203 Y 30 HDA 190 TE-Y-HDA-B 30x230 243 Y 30 HDA 230 TE-Y-HDA-B 30x250 263 Y 30 HDA 250 TE-Y-HDA-B 30x290 303 Y 30 HDA 290 TE-Y-HDA-B 30x310 323 Y 30 HDA 310 TE-Y-HDA-B 37x250 266 Y 37 HDA 250 TE-Y-HDA-B 37x300 316 Y 37 HDA 300 TE-Y-HDA-B 37x350 366 Y 37 HDA 350 For in units: 1mm = 0.03937 inches Marking: Hilti C/Y d 0 HDA l s (K) FIGURE 4 HILTI STOP DRILL BIT DIMENSIONS AND IDENTIFICATION

ESR-1546 Most Widely Accepted and Trusted Page 9 of 17 Design Parameter Symbol Units Anchor O.D. d a (d 0 ) 11 mm (in.) Effective minimum embedment depth 1 Minimum edge distance Minimum anchor spacing TABLE 5 DESIGN INFORMATION, HILTI HDA UNDERCUT ANCHORS h ef,min l e 10 c min s min Nominal anchor diameter M10 M12 M16 M20 HDA HDA-R HDA HDA-R HDA HDA-R HDA 19 (0.75) 21 (0.83) 29 (1.14) 35 (1.38) mm 100 125 190 250 (in.) (3.94) (4.92) (7.48) (9.84) mm 80 100 150 200 (in.) (3-1/8) (4) (5-7/8) (7-7/8) mm 100 125 190 250 (in.) (4) (5) (7-1/2) (9-7/8) Critical edge distance 9 c ac - See Section 4.1.11 of this report Minimum thickness of concrete member h min - See Tables 3A and 3B Anchor category 2 1,2 or 3-1 1 1 1 1 1 1 Strength reduction factor for tension, steel failure φ - 0.75 modes 3 Strength reduction factor for shear, steel failure modes 3 φ - 0.65 Strength reduction factor for tension, concrete failure modes 3 Strength reduction factor for shear, concrete failure modes 3 Yield strength of anchor steel Ultimate strength of anchor steel φ φ Cond. A 0.75 Cond. B 0.65 Cond. A 0.75 Cond. B 0.70 f ya lb/in 2 92,800 f uta lb/in 2 116,000 Tensile stress area A se in 2 0.090 0.131 0.243 0.380 Steel strength in tension N sa lb 10,440 15,196 28,188 44,080 Effectiveness factor uncracked concrete k uncr - 30 30 30 30 30 30 30 Effectiveness factor cracked concrete 4 k cr - 24 24 24 24 24 24 24 5 k uncr /k cr Ψ c,n - 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pullout strength cracked concrete 6 N p,cr - 8,992 8,992 11,240 11,240 22,481 22,481 33,721 Coefficient for pryout k cp - 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Steel strength in shear static 7 V sa lb 5,013 6,070 7,284 8,992 13,556 16,861 20,772 HDA-P/PR Steel strength in shear, seismic 7, 8 V sa,eq lb 4,496 5,620 6,519 8,093 12,140 15,062 18,659 HDA-P/PR Axial stiffness in service load range in cracked / uncracked concrete β 10³ lb/in 80 / 100 1 Actual h ef for HDA-T is given by h ef,min + (t - t fix ) where t is given in Table 1 and t fix is the thickness of the part(s) being fastened. 2 See ACI 318-11 D.4.3. 3 For use with the load combinations of ACI 318-11 Section 9.2. Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. 4 See ACI 318-11 D.5.2.2 and Section 4.1.3 of this report. 5 See Section 4.1.3 of this report. 6 See Section 4.1.4 of this report. 7 For HDA-T/TR see Table 6. 8 See Section 4.1.8 of this report. 9 See Section 4.1.11 of this report. 10 To calculate the basic concrete breakout strength in shear, V b, l e equals h ef. In no cases shall e l exceed 8d a. See ACI 318-11 D.6.2.2. 11 The notation in parenthesis is for the 2006 IBC.

ESR-1546 Most Widely Accepted and Trusted Page 10 of 17 TABLE 6 DESIGN INFORMATION STEEL STRENGTH IN SHEAR, HDA-T/TR Anchor Designation Thickness of fastened part(s), t fix Steel Strength in Shear Static, V sa Steel Strength in Shear, Seismic 1, V sa,eq (mm) (in.) (lb) (lb) HDA-T 20-M10x100 15 t fix 20 5/8 t fix 13/16 13,940 12,590 HDA-T 22-M12x125 15 t fix 20 5/8 t fix 13/16 16,635 15,060 20 t fix 50 13/16 t fix 2 18,660 16,635 Carbon Steel Anchors HDA-T 30-M16x190 20 t fix 25 13/16 t fix 1 30,575 27,425 25 t fix 30 1 t fix 1-3/16 34,620 31,250 30 t fix 35 1-3/16 t fix 1-3/8 38,220 34,395 35 t fix 60 1-3/8 t fix 2-3/8 41,365 37,095 HDA-T 37-M20x250 25 t fix 40 1 t fix 1-9/16 45,185 40,690 40 t fix 55 1-9/16 t fix 2-1/8 50,805 45,635 55 t fix 100 2-1/8 t fix 4 54,630 49,235 HDA-TR 20-M10x100 15 t fix 20 5/8 t fix 13/16 15,510 13,940 Stainless Steel Anchors HDA-TR 22-M12x125 HDA-TR 30-M16x190 15 t fix 20 5/8 t fix 13/16 20,235 17,985 20 t fix 50 13/16 t fix 2 22,255 20,010 20 t fix 25 13/16 t fix 1 35,745 32,150 25 t fix 30 1 t fix 1-3/16 37,770 33,945 30 t fix 35 1-3/16 t fix 1-3/8 39,565 35,520 35 t fix 60 1-3/8 t fix 2-3/8 40,915 36,870 For in-lb units: 1mm = 0.03937 inches, 1 Nm = 0.7376 ft*lb 1 See Section 4.1.8 of this report.

ESR-1546 Most Widely Accepted and Trusted Page 11 of 17 TABLE 7 EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES Nominal anchor diameter Effective embedment depth f c k uncr α ϕ N n Allowable tension load ϕn n /α d a h ef (mm) (in.) (psi) (-) (-) (-) (lb) (lb) M10 3.94 2,500 30 1.48 0.65 11,718 5,146 M12 4.92 2,500 30 1.48 0.65 16,376 7,192* M16 7.48 2,500 30 1.48 0.65 30,688 13,478 M20 9.84 2,500 30 1.48 0.65 46,318 20,342 For SI: 1 lb = 4.45 kn, 1 psi = 0.00689 MPa, 1 in. = 25.4 mm. Design Assumptions: 1. Single anchor with static tension only. 2. Concrete determined to remain uncracked for the life of the anchorage. 3. Load combinations are taken from ACI 318-11 Section 9.2 (no seismic loading). 4. 30% Dead Load (D) and 70% Live Load (L); Controlling load combination 1.2 D + 1.6 L. 5. Calculation of weighted average for conversion factor α =0.3(1.2) + 0.7(1.6) = 1.48 6. Normal weight concrete: f c = 2,500 psi. 7. Edge distance c a1 = c a2 c ac. 8. Member thickness h h min. 9. Values are for Condition B (supplementary reinforcement in accordance with ACI 318-11 D.4.4 is not provided). Capacity ACI 318-11 reference * Verify capacity Formula Calculation ϕ ϕn n Steel D.5.1 N sa = na se, N f uta N sa = 0.131 116,000 0.75 11,397 lb Concrete D.5.2 N cb = k (f c ) 0. 5 h ef 1. 5 N cb = 30 (2,500) 0. 5 4.92 1. 5 0.65 10,644 lb Pull out D.5.3 Not Decisive concrete is decisive hence the ASD value will be calculated as, = 7,192 lb.

ESR-1546 Most Widely Accepted and Trusted Page 12 of 17 1 Drill a hole to the required depth using a stop drill bit matched to the anchor. Refer to TABLE 4B of this report. 2 Remove the drilling debris from the hole using a vacuum, compressed air or a hand air pump. 3 The anchor is placed to the bottom of the hole by hand. Do not strike with a hammer. Do not remove the plastic cap. This cap protects the threading during installation. 4 5 6 Select the HDA setting tool specified in TABLE 4B of this report. Insert into hammer drill specified in TABLE 4A of this report. Hammer drill models and brands may not be substituted. The anchor is set with the hammer drill operating in hammer and drilling mode. The drilling and impact energy are transferred from the setting tool to the anchor sleeve. The sleeve is driven over the conical end of the cone bolt forming the undercut. The red ring on the setting tool indicates the progress of the setting operation. See pictogram 5. The operator should observe the red ring on the anchor rod advance above the anchor sleeve. The anchor is set and the undercut is fully formed when the measurement of the recess from the top of the sleeve to the concrete surface is within the tolerance specified in pictogram 6. 7 Remove the plastic cap and place the fixture. 8 Secure the fixture with the nut and washer. Tighten nut with a torque wrench. The installation torque shall not exceed those specified in TABLE 2 of this report. FIGURE 5 GENERAL INSTALLATION INSTRUCTIONS FOR FIGURES 6, 7, 8 AND 9 FIGURE 6 INSTALLATION INSTRUCTIONS HDA-P M10 AND HDA-P M12

ESR-1546 Most Widely Accepted and Trusted Page 13 of 17 FIGURE 7 INSTALLATION INSTRUCTIONS HDA-PR M10 AND HDA-PR M12 FIGURE 8 INSTALLATION INSTRUCTIONS HDA-P/PF/PR M16

ESR-1546 Most Widely Accepted and Trusted Page 14 of 17 FIGURE 9 INSTALLATION INSTRUCTIONS HDA-P M20 1 Position fixture. 2 Drill a hole to the required depth using a stop drill bit matched to the anchor. Refer to TABLE 4B of this report. 3 Remove the drilling debris from the hole using a vacuum, compressed air or a hand air pump. 4 The anchor is placed to the bottom of the hole by hand. Do not strike with a hammer. Do not remove the plastic cap. This cap protects the threading during installation. 5 Select the HDA setting tool specified in TABLE 4B of this report. Insert into hammer drill specified in TABLE 4A of this report. Hammer drill models and brands may not be substituted. 6 The anchor is set with the hammer drill operating in hammer and drilling mode. The drilling and impact energy are transferred from the setting tool to the anchor sleeve. The sleeve is driven over the conical end of the cone bolt forming the undercut. The red ring on the setting tool indicates the progress of the setting operation. See pictogram 6. 7 The operator should observe the red ring on the anchor rod advance above the anchor sleeve. The anchor is set and the undercut is fully formed when the measurement of the recess from the top of the sleeve to the fixture surface is within the tolerance specified in pictogram 7. 8 Remove the plastic cap. Secure the fixture with the nut and washer. Tighten nut with a torque wrench. The installation torque shall not exceed those specified in TABLE 2 of this report. FIGURE 10 GENERAL INSTALLATION INSTRUCTIONS FOR FIGURES 11, 12, 13 and 14

ESR-1546 Most Widely Accepted and Trusted Page 15 of 17 FIGURE 11 INSTALLATION INSTRUCTIONS HDA-T M10 AND HDA-T M12 FIGURE 12 INSTALLATION INSTRUCTIONS HDA-TR M10 AND HDA-TR M12

ESR-1546 Most Widely Accepted and Trusted Page 16 of 17 FIGURE 13 INSTALLATION INSTRUCTIONS HDA-T/TF/TR M16 FIGURE 14 INSTALLATION INSTRUCTIONS HDA-T M20