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CITY OF SANTA ANA <br />1111-11-071 <br />Planning and Buildi <br />Table 12 - Load adjustment factors for 5/8-in. diameter Hilti KH-EZ and KH-EZ CRC in uncrackec <br />concretApprow <br />Edge distance in shear <br />FOR <br />PERMIT IS- <br />II to and a <br />ay <br />Spacing factor <br />Edge distance <br />Spacing factor <br />Conc. thickness <br />5/8-in. KH-EZ <br />in tension <br />factor in tension <br />in shear' <br />1 toward edge <br />from edc <br />e <br />factor in shear' <br />uncracked concrete <br />/ AN <br />f RN <br />f Av <br />f Rv <br />f Rv <br />A A <br />f Nv <br />in. <br />3-1/4 <br />4 <br />5 <br />3-1/4 <br />4 <br />5 <br />3-1/4 <br />4 <br />5 <br />3-1/4 <br />4 <br />5 <br />3-1/4 <br />4 <br />-(. <br />4 <br />5 <br />Embedment In <br />°" (mm) <br />(83) <br />(102) <br />(1257) <br />(83) <br />(102) <br />(127) <br />(83) <br />(102) <br />(127) <br />(83) <br />(102) <br />(127) <br />(83) <br />(102) <br />Perry <br />(' <br />(102)' <br />(127) <br />1-3/4 (44) <br />n/a <br />n/a <br />n/a <br />0.622 <br />0.562 <br />0.514 <br />n/a <br />n/a <br />n/a <br />0.235 <br />0.086 <br />0.063 <br />0.470 <br />0.173 <br />0.125 <br />n/a <br />n/a <br />n/a <br />E <br />2 (51) <br />n/a <br />n/a <br />n/a <br />0.667 <br />0.596 <br />0.540 <br />n/a <br />n/a <br />n/a <br />0.287 <br />0.106 <br />0.076 <br />0.574 <br />0.211 <br />0.153 <br />n/a <br />n/a <br />n/a <br />2-1/2 (64) <br />n/a <br />n/a <br />n/a <br />0.762 <br />0.667 <br />0.592 <br />n/a <br />n/a <br />n/a <br />0.401 <br />0.147 <br />0.107 <br />0.762 <br />0.295 <br />0.214 <br />n/a <br />n/a <br />n/a <br />3 (76) <br />0.709 <br />0.665 <br />0.629 <br />0.863 <br />0.741 <br />0.648 <br />0.609 <br />0.556 <br />0.545 <br />0.528 <br />0.194 <br />0.141 <br />0.863 <br />0.388 <br />0.281 <br />n/a <br />n/a <br />n/a <br />3-1/2 (89) <br />0.744 <br />0.693 <br />0.650 <br />0.969 <br />0.819 <br />0.705 <br />0.627 <br />0.565 <br />0.553 <br />0.665 <br />0.244 <br />0.177 <br />0.969 <br />0.488 <br />0.354 <br />n/a <br />n/a <br />n/a <br />4 (102) <br />0.779 <br />0.720 <br />0.672 <br />1.000 <br />0.901 <br />0.764 <br />0.645 <br />0.574 <br />0.560 <br />0.812 <br />0.298 <br />0.216 <br />1.000 <br />0.597 <br />0.433 <br />n/a <br />n/a <br />n/a <br />4-1/2 (114) <br />0.814 <br />0.748 <br />0.693 <br />1 0.987 <br />0.8261 <br />0.6631 <br />0.584 <br />0.5681 <br />0.969 <br />0.356 <br />0.2581 <br />0.7121 <br />0.516 <br />n/a <br />n/a <br />n/a <br />5 (127) <br />0.849 <br />0.7751 <br />0.715 <br />1.000 <br />0.890 <br />0.681 <br />0.593 <br />0.575 <br />1.000 <br />0.417 <br />0.302 <br />0.834 <br />0.605 <br />0.852 <br />n/a <br />n/a <br />5-1/2 (140) <br />0.884 <br />0.803 <br />0.736 <br />0.956 <br />0.700 <br />0.602 <br />0.583 <br />0.481 <br />0.349 <br />0.962 <br />0.698 <br />0.893 <br />n/a <br />n/a <br />6 (152) <br />0.918 <br />0.830 <br />0.758 <br />1.000 <br />0.718 <br />0.612 <br />0.590 <br />0.548 <br />0.398 <br />1.000 <br />0.795 <br />0.933 <br />0.668 <br />n/a <br />0 <br />7 (178) <br />1 0.988 <br />0.885 <br />0.801 <br />0.754 <br />0.630 <br />0.605 <br />0.691 <br />0.501 <br />1.0001 <br />1.000 <br />0.7221 <br />0.648 <br />:§k <br />8 (203) <br />1.000 <br />0.940 <br />0.844 <br />0.790 <br />0.649 <br />0.620 <br />0.844 <br />0.612 <br />0.772 <br />0.693 <br />9 (229) <br />0.995 <br />0.887 <br />0.827 <br />0.667 <br />0.635 <br />1 1.000 <br />0.730 <br />0.818 <br />0.735 <br />10 (254) <br />1.000 <br />0.930 <br />1 0.8631 <br />0.686 <br />0.6501 <br />0.8551 <br />0.863 <br />0.775 <br />as <br />11 (279) <br />1 0.973 <br />0.899 <br />0.705 <br />0.665 <br />0.987 <br />0.905 <br />0.813 <br />0 <br />12 305) <br />1.000 <br />0.935 <br />0.723 <br />0.680 <br />1.000 <br />0.945 <br />0.849 <br />a) <br />0 <br />14 (356) <br />1.000 <br />0.760 <br />0.710 <br />1.000 <br />0.917 <br />16 (406) <br />0.798 <br />0.740 <br />0.980 <br />18 (457) <br />0.835 <br />0.770 <br />1.000 <br />20 (508) <br />0.872 <br />0.800 <br />a <br />24 (610) <br />0.947 <br />0.860 <br />U) <br />> 30 62 <br />1.0001 <br />0.951 <br />Table 13 - Load adjustment factors for 5/8-in. diameter Hilti KH-EZ and KH-EZ CRC in cracked concrete''2 <br />Edge distance in shear <br />II to and away <br />Spacing factor <br />Edge distance <br />Spacing factor <br />Conc. thickness <br />5/8-in. KH-EZ <br />in tension <br />factor in tension <br />in shear' <br />-L toward edge <br />from edge <br />factor in shear° <br />cracked concrete <br />f AN <br />f RN <br />f AV <br />f RV <br />f RV <br />f HV <br />in. <br />3-1/4 <br />4 <br />5 <br />3-1/4 <br />4 <br />5 <br />3-1/4 <br />4 <br />5 <br />3-1/4 <br />4 <br />5 <br />3-1/4 <br />4 <br />5 <br />3-1/4 <br />4 <br />5 <br />Embedment h <br />_ (mm) <br />(83) <br />(102) <br />(1257) <br />(83) <br />(102) <br />(127) <br />(83) <br />(102) <br />(127) <br />(83) <br />(102) <br />(127) <br />(83) <br />(102) <br />(127) <br />(83) <br />(102) <br />(127) <br />£ <br />1-3/4 (44) <br />n/a <br />n/a <br />n/a <br />0.630 <br />0.565 <br />0.514 <br />n/a <br />n/a <br />n/a <br />0.267 <br />0.098 <br />0.071 <br />1 0.533 <br />0.196 <br />0.142 <br />n/a <br />n/a <br />n/a <br />E <br />2 (51) <br />n/a <br />n/a <br />n/a <br />0.676 <br />0.599 <br />0.540 <br />n/a <br />n/a <br />n/a <br />0.326 <br />0.120 <br />0.0871 <br />0.652 <br />0.239 <br />0.174 <br />n/a <br />n/a <br />n/a <br />2-1/2 (64) <br />n/a <br />n/a <br />n/a <br />0.772 <br />0.670 <br />0.592 <br />n/a <br />n/a <br />n/a <br />0.455 <br />0.167 <br />0.121 <br />0.772 <br />0.335 <br />0.243 <br />n/a <br />n/a <br />n/a <br />3 (76) <br />0.709 <br />0.665 <br />0.629 <br />0.873 <br />0.745 <br />0.648 <br />0.618 <br />0.561 <br />0.549 <br />0.599 <br />0.220 <br />0.159 <br />0.873 <br />0.440 <br />0.319 <br />n/a <br />n/a <br />n/a <br />3-1/2 (89) <br />0.744 <br />0.693 <br />0.650 <br />0.981 <br />0.824 <br />0.705 <br />0.638 <br />0.571 <br />0.557 <br />0.754 <br />0.277 <br />0.201 <br />0.981 <br />0.554 <br />0.402 <br />n/a <br />n/a <br />n/a <br />Ch <br />4 (102) <br />0.779 <br />0.720 <br />0.672 <br />1.000 <br />0.906 <br />0.764 <br />0.658 <br />0.581 <br />0.565 <br />0.922 <br />0.339 <br />0.245 <br />1.000 <br />0.677 <br />0.491 <br />n/a <br />n/a <br />n/a <br />4-1/2 (114) <br />0.814 <br />0.7481 <br />0.693 <br />1 0.9921 <br />0.826 <br />0.678 <br />0.591 <br />0.574 <br />1.000 <br />0.404 <br />0.293 <br />0.8081 <br />0.586 <br />n/a <br />n/a <br />n/a <br />5 (127) <br />0.849 <br />0.775 <br />0.715 <br />1.000 <br />0.890 <br />0.697 <br />0.601 <br />0.582 <br />1.000 <br />0.473 <br />0.343 <br />0.946 <br />0.686 <br />0.888 <br />n/a <br />n/a <br />5-1/2 (140) <br />0.884 <br />0.803 <br />0.736 <br />0.956 <br />0.717 <br />0.611 <br />0.590 <br />0.5461 <br />0.3961 <br />1.000 <br />0.792 <br />0.932 <br />n/a <br />n/a <br />6 (152) <br />0.918 <br />0.830 <br />0.758 <br />1.000 <br />0.737 <br />0.621 <br />0.598 <br />0.622 <br />0.451 <br />0.902 <br />0.973 <br />0.697 <br />n/a <br />0 <br />7 (178) <br />0.988 <br />0.885 <br />0.801 <br />0.7761 <br />0.642 <br />0.6141 <br />0.784 <br />0.568 <br />1.000 <br />1.000 <br />0.753 <br />0.676 <br />8 (203) <br />1.000 <br />0.940 <br />0.844 <br />0.816 <br />0.662 <br />0.631 <br />0.958 <br />0.694 <br />0.805 <br />0.723 <br />9 (229) <br />0.995 <br />0.887 <br />0.855 <br />0.682 <br />0.647 <br />1.000 <br />0.828 <br />1 0.854 <br />0.767 <br />10 (254) <br />1.0001 <br />0.930 <br />1 <br />1 <br />0.895 <br />0.702 <br />0.663 <br />0.970 <br />1 <br />0.9001 <br />0.808 <br />y <br />11 (279) <br />0.973 <br />0.934 <br />0.723 <br />0.680 <br />1 <br />1.000 <br />0.944 <br />0.848 <br />0 <br />12 (305) <br />1.000 <br />0.974 <br />0.743 <br />0.696 <br />0.986 <br />0.885 <br />o - <br />14 (356) <br />1.000 <br />0.783 <br />0.729 <br />1.000 <br />0.956 <br />16 (406) <br />0.824 <br />0.761 <br />1.000 <br />18 (457) <br />0.864 <br />0.794 <br />20 (508) <br />0.905 <br />0.827 <br />a <br />24 (610) <br />0.986 <br />0.892 <br />U) <br />> 30 762 <br />1.000 <br />0.990 <br />1 Linear interpolation not permitted. <br />2 When combining multiple load adjustment factors (e.g. for a 4 anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use <br />Hilti PROFIS Engineering software or perform anchor calculation using design equations from ACI 318 Chapter 17. <br />3 Spacing factor reduction in shear, f_ assumes an influence of a nearby edge. If no edge exists, then f,, = f,W. <br />4 Concrete thickness reduction factor in shear, f, assumes an influence of a nearby edge. If no edge exists, then f M = 1.0. <br />If a reduction factor value is in a shaded cell, this indicates that this specific edge distance may not be permitted with a certain spacing (or vice versa). <br />Check with table 5 and figure 2 of this section to calculate permissable edge distance, spacing and concrete thickness combinations. <br />ng Agency <br />?d <br />>UANCE <br />338 Anchor Fastening Technical Guide Edition 22 13.0 ANCHORING SYSTEMS 13.3.6 KWIK HUS-EZ SCREW ANCHOR <br />Hilti, Inc. 1-800-879-8000 1 en espanol 1-800-879-5000 1 www.hilti.com I Hilti (Canada) Corporation I www.hilti.ca 1 1-800-363-4458 <br />