HSL-3 Nuclear Report on Testing and Evaluation - Hilti Egypt

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<strong>Report</strong> WC 11-02 Hilti <strong>HSL</strong>-3 Compliance September 30, 2011 TABLE 2—<strong>HSL</strong>-3 EDGE DISTANCE, SPACING AND MEMBER THICKNESS REQUIREMENTS 1, 2 Case A Dimensional parameter Minimum concrete thickness Symbol h min,A A Critical edge distance 2 c ac,A A A A A Minimum edge distance 3 Minimum anchor spacing 3 Minimum edge distance 3 Minimum anchor spacing 3 c min,AA s min,AA c min,AB s min,AB Units Nominal anchor diameter M8 M10 M12 M16 M20 M24 in. 4-3/4 5-1/2 6-1/4 7-7/8 9-7/8 11-7/8 (mm) (120) (140) (160) (200) (250) (300) in. 4-3/8 4-3/8 4-3/4 5-7/8 8-7/8 8-7/8 (mm) (110) (110) (120) (150) (225) (225) in. 2-3/8 2-3/4 3-1/2 4-3/4 5 5-7/8 (mm) (60) (70) (90) (120) (125) (150) in. 5-1/2 9-1/2 11 12-5/8 13-3/4 11-7/8 (mm) (140) (240) (280) (320) (350) (300) in. 3-3/8 5 6-1/8 7-7/8 8-1/4 8-1/4 (mm) (85) (125) (155) (200) (210) (210) in. 2-3/8 2-3/4 3-1/8 4 5 5-7/8 (mm) (60) (70) (80) (100) (125) (150) B Minimum concrete thickness h min,B 4 B Critical edge distance 2 c ac,B B B B B Minimum edge distance 3 Minimum anchor spacing 3 Minimum edge distance 3 Minimum anchor spacing 3 c min,BA s min,BA c min,BB s min,BB For pound-inch units: 1 mm = 0.03937 inches. in. 4-3/8 4-3/4 5-3/8 6-1/4 7-1/2 8-7/8 (mm) (110) (120) (135) (160) (190) (225) in. 5-7/8 6-7/8 7-7/8 9-7/8 12-3/8 14-3/4 (mm) (150) (175) (200) (250) (312.5) (375) in. 2-3/8 3-1/2 4-3/8 6-1/4 7-7/8 8-7/8 (mm) (60) (90) (110) (160) (200) (225) in. 7 10-1/4 12-5/8 15 15-3/4 15 (mm) (180) (260) (320) (380) (400) (380) in. 4 6-1/4 7-7/8 10-5/8 11-7/8 12-5/8 (mm) (100) (160) (200) (270) (300) (320) in. 2-3/8 2-3/4 3-1/8 4 5 5-7/8 (mm) (60) (70) (80) (100) (125) (150) 1 The minimum edge distance, spacing and member thickness in this table is based on testing. In addition, the requirements of ACI 349-01, section 8 for post-installed expansion anchors shall apply. Additional combinations for minimum edge distance c min and spacing s min may be derived by linear interpolation between the given boundary values. 2 See ACI 349-01, B.8 and ACI 355.2-01 9.4. 3 Denotes admissible combinations of h min, c cr , c min and s min . For example, h min,A + c cr,A + c min,AA + s min,AA or h min,A + c cr,A + c min,AB + s min,AB are admissible, but h min,A + c cr,B + c min,AB + s min,BB is not. However, other admissible combinations for minimum edge distance c min and spacing s min for h min,A or h min,B may be derived by linear interpolation between boundary values (see example for h min,A below). 4 For the <strong>HSL</strong>-3-SH M8, M10 and M12 diameters, the minimum slab thickness h min,B must be increased by 5 mm (3/16”). sdesign spacing s h min,A h ≥ c min,AA ;s min,AA s design c min,AB ;s min,AB c design edge distance c FIGURE 4—Example of allowable interpolation of minimum edge distance and minimum spacing 12
<strong>Report</strong> WC 11-02 Hilti <strong>HSL</strong>-3 Compliance September 30, 2011 Given: (2) <strong>HSL</strong>-3 M10 anchors under static tension load as shown. h ef = 2.76 in. Slab on grade with f ' c = 3,000 psi. No supplementary reinforcing. Assume cracked normal-weight concrete. Calculate the design strength in tension for this configuration. FIGURE 5—EXAMPLE CALCULATION Calculation per ACI 349-01 Appendix B and this document. ACI 349-01 Guide Ref. Step 1. Calculate steel strength of anchor in tension N s nAse,Nfut 2 x 0. 090 x116, 000 20, 880lb B.5.1.2 Table 1 Step 2. Calculate steel capacity ΦN s 0. 8x 20, 880 16, 704lb B.4.4 a Table 1 Step 3. Calculate concrete breakout strength of anchor in tension AN N cbg = ψ1ψ 2ψ3Nb B.5.2.1 ANo Step 4. Verify minimum spacing and edge distance: B.8 Table 1 Table 4 Case A: h min = 5-1/2 in. < 6 in. okay smin Table 2 9.5 - 2.75 (2.75, 9.5) slope = = -3.0 2.75 - 5 5.7 For c min = 4in.⇒ (5, 2.75) s min 9.5 - [(4 - 2.75)(-3.0)] 5.75 [in.] 6 [in.] ∴ okay 4 c Step 5. Calculate A No and A N for the anchorage: 2 2 2 A No 9h 9( 2. 76 in.) 68. 6in ef A ( . h c)( h s) [ . ( . ) ][ ( . ) ] . [in ] N 1 5 3 1 5 2 76 4 3 2 76 6 116 2 2A ef ef 2 No ∴ okay B.5.2.1 Table 1 ' 1.5 1.5 Step 6. Calculate N b kcr fc hef 21 3, 000( 2. 76) 5, 274[lb] B.5.2.2 Table 1 = 0 = 1. 0 ' ∴ Step 7. Modification factor for eccentricity → no eccentricity e N Ψ 1 B.5.2.4 - 1. 5hef 1. 5( 2. 76 in.) 4. 13in. c ∴ Ψ 2 Step 8. Modification factor for edge 4 Ψ 2 0 . 7 0. 3 0. 99 1. 5( 2. 76 ) = Step 9. Modification factor for cracked concrete Ψ3 1.0 Step 10. Calculate must be calculated B.5.2.5 Table 1 B.5.2.2 B.5.2.8 Table 1 116. 2 N cbg x1. 0 x 0. 99 x1. 0 x5, 274lb 8844 , lb B.5.2.1 - 68. 6 Step 11. N cbg = 0.75x8,844 lb = 6,633 lb controls B.4.4.c Table 1 Step 12. Calculate pullout strength: N p,cr N p,cr = 0.75 x 4,496 lb = 3,372 lb/anchor x2 anchors = 6,744 lb Step 13. Ductility check according t o B .3.6.1 For tension min[N cbg ; N p,cr ] ≥ A se f uta where = 0.85 0.85 (8,844 lb) < 20,880 lb => ductility not met B.3.6.3 requires an additional reduction factor of 0.6 for non-ductile anchors N cbg = 0.6 x 6,633 = 3,980 lb Note: According to B.3.6.2, alternatively the attachment / base plate can be designed to yield at a load level of 75% of the anchor design strength. In this case, the 0.6 factor would not have to be applied. B.5.3.2 Table 1 B.3.6.1 B.3.6.3 B.4.1 Table 1 13
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