515:
20:
510:
expected from the first model. In the case of concrete tensile failure with increasing member size, the failure load increases less than the available failure surface; that means the nominal stress at failure (peak load divided by failure area) decreases.
557:
The tension failure loads predicted by the CCD method fits experimental results over a wide range of embedment depth (e.g. 100 – 600 mm). Anchor load bearing capacity provided by ACI 349 does not consider
223:
Under tension loading, the concrete capacity of a single anchor is calculated assuming an inclination between the failure surface and surface of the concrete member of about 35°. The concrete cone failure load
570:
For large head size, the bearing pressure in the bearing zone diminishes. An increase of the anchor's load-carrying capacity is observed . Different modification factors were proposed in technical literature.
729:
Nilforoush, R.; Nilsson, M.; Elfgren, L.; Ožbolt, J.; Hofmann, J.; Eligehausen, R. (2017). "Tensile capacity of anchor bolts in uncracked concrete: Influence of member thickness and anchor's head size".
332:
579:
Anchors, experimentally show a lower load-bearing capacity when installed in a cracked concrete member. The reduction is up to 40% with respect to the un-cracked condition, depending on the
150:
469:
508:
59:
Under tension loading, the concrete cone failure surface has 45° inclination. A constant distribution of tensile stresses is then assumed. The concrete cone failure load
423:
389:
184:
547:
249:
213:
84:
357:
549:
considering: (i) the presence of edges; (ii) the overlapping cones due to group effect; (iii) the presence of an eccentricity of the tension load.
580:
39:
774:
429:
694:
Ožbolt, Joško; Eligehausen, Rolf; Periškić, G.; Mayer, U. (2007). "3D FE analysis of anchor bolts with large embedment depths".
251:
of a single anchor in uncracked concrete unaffected by edge influences or overlapping cones of neighboring anchors is given by:
86:
of a single anchor in uncracked concrete unaffected by edge influences or overlapping cones of neighboring anchors is given by:
823:
256:
43:
798:
652:
Ožbolt, Joško; Eligehausen, Rolf; Reinhardt, Hans-Wolf (1999). "Size effect on the concrete cone pull-out load".
583:. The reduction is due to the impossibility to transfer both normal and tangential stresses at the crack plane.
625:
Fuchs, Werner; Eligehausen, Rolf (1995). "Concrete
Capacity Design (CCD) Approach for Fastening to Concrete".
679:
ACI (2004). "ACI 349.2 Guide to the
Concrete Capacity Design ( CCD ) Method — Embedment Design Examples".
91:
828:
562:, thus an underestimated value for the load-carrying capacity is obtained for large embedment depths.
435:
474:
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35:
739:
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364:
159:
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227:
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62:
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Current codes take into account a reduction of the theoretical concrete cone capacity
817:
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19:
803:
751:
715:
665:
638:
428:
The model is based on fracture mechanics theory and takes into account the
42:
in concrete, which forms a typical cone shape having the anchor's axis as
31:
743:
359:- 13.5 for post-installed fasteners, 15.5 for cast-in-site fasteners
513:
18:
219:
Concrete capacity design (CCD) approach for fastening to concrete
16:
Failure mode of anchors in concrete submitted to tensile force
765:
Mallèe, Rainer; Eligehausen, Rolf; Silva, John F (2006).
528:
477:
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399:
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345:
327:{\displaystyle N_{0}=k{\sqrt {f_{cc}}}{h_{ef}}^{1.5}}
259:
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194:
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94:
65:
391:- Concrete compressive strength measured on cubes
541:
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463:
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383:
351:
326:
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207:
178:
144:
78:
603:Cook, Ronald; Doerr, G T; Klingner, R.E. (2010).
605:Design Guide For Steel To Concrete Connections
518:Overlapping Areas in case of group of anchors
8:
30:is one of the failure modes of anchors in
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7:
145:{\displaystyle N_{0}=f_{ct}{A_{N}}}
14:
708:10.1016/j.engfracmech.2006.01.019
654:International Journal of Fracture
425:- Embedment depth of the anchor
575:Un-cracked and cracked concrete
186:- tensile strength of concrete
767:Anchors In Concrete Structures
696:Engineering Fracture Mechanics
464:{\displaystyle {h_{ef}}^{1.5}}
432:, particularly for the factor
321:
315:
139:
133:
1:
607:. University Of Texas Austin.
38:. The failure is governed by
503:{\displaystyle {h_{ef}}^{2}}
850:
799:Concrete fracture analysis
566:Influence of the head size
471:which differentiates from
553:Difference between models
418:{\displaystyle {h_{ef}}}
215:- Cone's projected area
732:ACI Structural Journal
627:ACI Structural Journal
543:
519:
504:
465:
419:
385:
384:{\displaystyle f_{cc}}
353:
328:
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180:
179:{\displaystyle f_{ct}}
146:
80:
24:
824:Structural connectors
544:
542:{\displaystyle N_{0}}
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505:
466:
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329:
246:
244:{\displaystyle N_{0}}
210:
208:{\displaystyle A_{N}}
181:
147:
81:
79:{\displaystyle N_{0}}
22:
526:
475:
436:
397:
365:
343:
257:
228:
192:
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92:
63:
23:Concrete Cone Model
794:Fracture mechanics
769:. Ernst&Shon.
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349:
324:
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142:
76:
25:
744:10.14359/51689503
352:{\displaystyle k}
291:
50:Mechanical models
841:
781:
780:
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738:(6): 1519–1530.
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702:(1–2): 168–178.
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633:(January): 1–4.
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44:revolution axis
34:, loaded by a
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71:
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41:
37:
36:tensile force
33:
29:
28:Concrete cone
21:
829:Wall anchors
766:
760:
735:
731:
724:
699:
695:
689:
683:(Ccd): 1–77.
680:
674:
657:
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626:
604:
578:
569:
559:
556:
521:
427:
393:
361:
339:
336:
253:
222:
188:
156:
153:
88:
58:
40:crack growth
27:
26:
809:Anchor Cone
804:Size effect
660:: 391–404.
581:crack width
560:size effect
430:size effect
818:Categories
587:References
55:ACI 349-85
752:0889-3241
716:0013-7944
666:0376-9429
639:0889-3241
834:Concrete
788:See also
681:Concrete
32:concrete
337:Where:
154:Where:
773:
750:
714:
664:
637:
771:ISBN
748:ISSN
712:ISSN
662:ISSN
635:ISSN
740:doi
736:114
704:doi
631:109
457:1.5
311:1.5
820::
746:.
734:.
710:.
700:74
698:.
658:95
656:.
629:.
613:^
595:^
334:,
46:.
779:.
754:.
742::
718:.
706::
668:.
641:.
535:0
531:N
496:2
489:f
486:e
482:h
450:f
447:e
443:h
410:f
407:e
403:h
377:c
374:c
370:f
347:k
322:]
319:N
316:[
304:f
301:e
297:h
287:c
284:c
280:f
274:k
271:=
266:0
262:N
237:0
233:N
201:N
197:A
172:t
169:c
165:f
140:]
137:N
134:[
128:N
124:A
117:t
114:c
110:f
106:=
101:0
97:N
72:0
68:N
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