Beam on column design
ExampleforHST3
Given dataBase material: / Design Loads: / Anchor solution:
Cracked ConcreteETAG 001 Annex C 4.1 / 25kN / HILTI HST3 M12
Class: C20/25, 25 Mpa / 60 kN / No. of anchors: 4
Member thickness: h = 800 mm / Embedment: 70mm
Wide concrete reinforcement
No edge reinforcement
Edge distance: / Anchors spacing: / Baseplate:
170 mm / 180 mm / 250 mm
250 mm / 180 mm / 250 mm
Installation conditions:
Short term temperature : 40°C / Hammer drilled holes / Dry concrete
Long term temperature : 24°C
References
Anchor approval:ETA 98/0001
Anchoring design provisions: ETAG 001 Annex C Method A / ETA 98/0001 Annex B1
Anchor boundary conditions
Edge distance:
55 mm < 170 mm / OK / ETA 98/0001, table B5
Axial anchor spacing:
50 mm < 180 mm OK / ETA 98/0001, table B5
Concrete thickness:
140 mm < 800 mm OK / ETA 98/0001, table B5
Anchors acting loads
Anchor / Tension (kN) / Shear (kN) /
Shear force x / Shear force y
1 / 6.25 / 15 / 0
2 / 6.25 / 15 / 0
3 / 6.25 / 15 / 0
4 / 6.25 / 15 / 0
Resistance to tension loads (ETAG, ANNEX C, Section 5.2.2)
Steel failure
Characteristicresistance of a single anchor:
45.1kN / ETA 98/0001, table C2
Design resistance of a single anchor:
/ ETAG 001, Annex C (3.2)
Partial safety factor for steel failure:1.4 / ETA 98/0001, table C2
= 32.214kN
Pull-out failure
Characteristicresistance of a single anchor in cracked concrete:
20 kN / ETA 98/0001, table C2
Design resistance of a single anchor:
/ ETAG 001, Annex C (3.2)
Partial safety factor for pull-out failure: 1.5 / ETA 98/0001, table C2
ETAG 001, Annex C 3.2.2.1
= 13.333 kN
Concrete cone failure
Initial characteristic resistance of the anchor group:
/ ETAG 001, Annex C (5.2a)
7.2 for cracked concrete / ETAG 001, Annex C (5.2a)
25 Mpa
7.2∙ ∙701.5= 21.084 kN
Characteristic resistance of the anchor group:
/ ETAG 001, Annex C (5.2)
Critical edge distance for tension: 1.5∙= 105 mm / ETA 98/0001, table C2
Critical spacing for tension: 3∙= 210 mm / ETA 98/0001, table C2
Area of concrete of an individual anchor:
44’100 mm2 / ETAG 001, Annex C, 5.2.2.4.b
Actual area of concrete cone of the anchorage at the concrete surface:
(105+180+105)∙(105+180+105) = 152’100 mm2 / ETAG 001, Annex C, 5.2.2.4.b
( 4)
3.45
Modification factor for edges of the concrete member:
1.0 / ETAG 001, Annex C (5.2c)
Shell spalling factor :
1.0 / ETAG 001, Annex C (5.2d)
Modification factor anchors loaded eccentrically in tension:
1.0 ; 0 mm / ETAG 001, Annex C (5.2e)
Characteristic resistance of the anchor group:
21.084 ∙ 3.45∙ 1.0 ∙1.0∙ 1.0 = 72.740kN / ETAG 001, Annex C (5.2)
Design resistance of the anchor group:
/ ETAG 001, Annex C (3.2)
Partial safety factor for concrete cone failure:1.5 / ETA 98/0001, table C2
ETAG 001, Annex C 3.2.2.1
= 48.478 kN
Splitting failure
Condition a)
126 mm OK / ETA 98/0001, table C2
ETAG 001, Annex C, 5.2.2.6
140 mm OK
Condition b)
Wide concrete reinforcement OK / ETAG 001, Annex C,5.2.2.6
ETAG 001, Annex C, 7.3
Cracked concrete OK
Conditions a) and b) are fulfilled so there is no need to check concrete splitting failure
Tensile loading proof check
Proof / Load (kN) / Capacity (kN) / Utilisation(%) / Status
Steel failure / 6.25 / 32.21 / 20 / OK
Pull-out Failure / 6.25 / 13.33 / 47 / OK
Concrete cone failure / 25 / 48.48 / 52 / OK
Splitting failure / N/A / N/A / N/A / N/A
Nota:
Resistance to shear loads (ETAG, ANNEX C, Section 5.2.3)Steel failure (without level arm)
Characteristic resistance of a single anchor:
35.4 kN / ETA 98/0001, table C4
Design resistance of a single anchor:
/ ETAG 001, Annex C (3.2)
Partial safety factor for pull-out failure: 1.25 / ETA 98/0001, table C4
28.32 kN
Pryout failure
Characteristic resistance of a single anchor:
/ ETAG 001, Annex C (5.6)
2,78 / ETA 98/0001, table C4
20.222 kN
Partial safety factor for concrete cone failure:1.5 / ETA 98/0001, table C4
ETAG 001, Annex C 3.2.2.1
Design resistance of a single anchor:
13.477 kN
Concrete edge failure in direction y-
Initial characteristic resistance of the anchor group:
/ ETAG 001, Annex C (5.7a)
1.7 cracked concrete / ETAG 001, Annex C (5.7a)
12 mm
0.064 / ETAG 001, Annex C (5.7b)
0.059 / ETAG 001, Annex C (5.7c)
70 mm
25 Mpa
170 mm
28.374 kN
Characteristic resistance of the anchor group:
/ ETAG 001, Annex C (5.7)
Critical edge distance for shear: 255 mm / ETAG 001, Annex C (5.7d)
Critical spacing for shear: 510 mm / ETAG 001, Annex C (5.7d)
Projected area of a fully developed concrete breakout of a single anchor:
= 4.5 ∙ (170)2 = 130’050 mm2 / ETAG 001, Annex C (5.7d)
Projected area of the concrete breakout ofthe anchor group:
255∙(255+180+255) = 175’950 mm2 / ETAG 001, Annex C (5.7d)
(2)
1.35
Modification factor for edges of the concrete member:
1.0 / ETAG 001, Annex C (5.7e)
Modification factor for the shear resistance:
1.0 / ETAG 001, Annex C (5.7f)
Modification factor for the shear direction:
2.5 ; 90° / ETAG 001, Annex C (5.7g)
ETAG 001, Annex C, fig 5.9
Modification factor for anchors loaded eccentrically in shear:
= 1.0 ; 0 mm / ETAG 001, Annex C (5.7h)
ETAG 001, Annex C, fig 5.9
ETAG 001, Annex C, fig 5.10
1.0 ,cracked concrete with no edge reinforcement / ETAG 001, Annex C, 5.2.3.4.g)
Characteristic resistance of the anchor group:
28.374∙1.35∙ 1.0 ∙ 1.0 ∙2.5∙1.0 ∙ 1.0 = 95.972 kN / ETAG 001, Annex C (5.7)
Partial safety factor for concrete edge failure:1.5 / ETA 98/0001, table C4
ETAG 001, Annex C 3.2.2.1
= 63.981 kN
Shear loadingproof check
Proof / Load (kN) / Capacity (kN) / Utilisation(%) / Status
Steel failure (without level arm) / 15 / 28.320 / 53 / OK
Steel failure (with level arm) / N/A / N/A / N/A / N/A
Pryout failure / 60 / 134.77 / 45 / OK
Concrete edge failure / 30 / 63.981 / 47 / OK
Nota:
Combined tension and shear loadsproof check(ETAG 001, Annex C, 5.2.4)Tensile loading, governing failure mode:
utilization OK / ETAG 001, Annex C, (5.8a)
Shear loading, governing failure mode:
utilization OK / ETAG 001, Annex C, (5.8b)
Interaction of tensile and shear forces: (α=1.5)
OK / ETAG 001, Annex C, (5.8c)
OK / ETAG 001, Annex C, (5.9)
Fastening meets the design criteria!
Anchor configuration will resist to anchor loadsN = 25 kN and Vx = 60 kN
MKT E2 11 / 20151