anchor design - hilti (hp)

PROFIS Anchor 2.0.9 www.hilti.deCompany: ATKINSSpecifier: HPAddress: Phone I Fax: - | -E-Mail:

Page: Project: Eseex WasteSub-Project I Pos. No.: RHDate: 28-08-2013

Specifier's comments: Anchor desin

Input data and results must be checked for agreement with the existing conditions and for plausibility!

PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

1. Input dataAnchor type and diameter: HIZ (RE 500-SD + Rebar), 20mmEffective embedment depth: hef,opti = 90 mm (hef,limit = 120 mm)Material: G30.18 Gr. 400Evaluation Service Report:: ETA 07/0260Issued I Valid: 03-11-2008 | 08-11-2012Proof: design method ETAG BOND; EOTA TR 029Stand-off installation: eb = 0 mm (no stand-off); t = 10 mmAnchor plate: lx x ly x t = 550 x 950 x 10 mm (Recommended plate thickness: not calculated)Profile IPBi/HEA; (L x W x T x FT) = 133 mm x 140 mm x 9 mm x 9 mmBase material: cracked concrete , C30/37, fcc = 37.00 N/mm²; h = 170 mm, Temp. short/long: 35/25°CInstallation: hammer drilled hole, installation condition: dryReinforcement: no reinforcement or reinforcement spacing >= 150 mm (any Ø) or >= 100 mm (Ø <= 10 mm)

no longitudinal edge reinforcementReinforcement to control splitting according to EOTA TR 029, 5.2.2.6 present.

Geometry [mm]

500

900

550

950

1 2

3 4

1 2

3 4x

y

=90hef

t=10h = 170

lx = 550

x

z

Loading [kN, kNm]

Resulting loads Design loads (Load case 1)

N 20.000

Vx 70.000

Vy 0.000

Mx 0.000

My 0.000

Mz 0.000

Eccentricity (structural section) [mm]ex = 0; ey = 0

1





2. Load case/Resulting anchor forces

Load case (Design loads):

Anchor reactions [kN]Tension force: (+Tension, -Compression)

Anchor Tension force Shear force Shear force x Shear force y

1 5.000 17.500 17.500 0.000

2 5.000 17.500 17.500 0.000

3 5.000 17.500 17.500 0.000

4 5.000 17.500 17.500 0.000

max. concrete compressive strain [‰]: 0.00max. concrete compressive stress [N/mm²]: 0.00resulting tension force in (x/y)=(0/0) [kN]: 20.000resulting compression force in (x/y)=(0/0) [kN]: 0.000

1 2

3 4

Tension

Compression

x

y

3. Tension load (EOTA TR 029, Section 5.2.2)Proof Load [kN] Capacity [kN] Utilization bN [%] Status

Steel Strength* 5.000 123.571 4 OK

Combined pullout-concrete cone

failure**

20.000 61.611 32 OK

Concrete Breakout Strength** 20.000 71.226 28 OK

Splitting failure** N/A N/A N/A N/A

* most unfavorable anchor **anchor group (anchors in tension)

Steel StrengthNRk,s [kN]

173.000

gM,s

1.400

NRd,s [kN]

123.571

NSd [kN]

5.000

Combined pullout-concrete cone failureAp,N [mm2]

291600

Ap,N

0 [mm2]

72900

tRk,ucr,25 [N/mm2]

11.00

scr,Np [mm]

270

ccr,Np [mm]

135

c [mm]

10000

yc

1.040

tRk,cr [N/mm2]

5.72

k

2.300

yg,Np0

1.200

yg,Np

1.000

ec1,N [mm]

0

yec1,Np

1.000

ec2,N [mm]

0

yec2,Np

1.000

ys,Np

1.000

yre,Np

1.000

NRk,p

0 [kN]

32.346

NRk,p [kN]

129.383

gM,p

2.100

NRd,p [kN]

61.611

NSd [kN]

20.000

2





Concrete Breakout StrengthAc,N [mm2]

291600

Ac,N

0 [mm2]

72900

ccr,N [mm]

135

scr,N [mm]

270

ec1,N [mm]

0

yec1,N

1.000

ec2,N [mm]

0

yec2,N

1.000

ys,N

1.000

yre,N

1.000

k1

7.200

NRk,c

0 [kN]

37.394

gM,c

2.100

NRd,c [kN]

71.226

NSd [kN]

20.000

3





4. Shear load (EOTA TR 029, Section 5.2.3)Proof Load [kN] Capacity [kN] Utilization bV [%] Status

Steel Strength (without lever arm)* 17.500 57.333 31 OK

Steel failure (with lever arm)* N/A N/A N/A N/A

Pryout Strength** 70.000 172.511 41 OK

Concrete edge failure in

direction**

N/A N/A N/A N/A

* most unfavorable anchor **anchor group (relevant anchors)

Steel Strength (without lever arm)VRk,s [kN]

86.000

gM,s

1.500

VRd,s [kN]

57.333

VSd [kN]

17.500

Pryout Strength (bond relevant)Ap,N [mm2]

291600

Ap,N

0 [mm2]

72900

tRk,ucr,25 [N/mm2]

11.00

scr,Np [mm]

270

ccr,Np [mm]

135

c [mm]

9075

yc

1.040

tRk,cr [N/mm2]

5.72

k

2.300

k-factor

2.000

yg,Np0

1.200

yg,Np

1.000

ys,Np

1.000

ec1,V [mm]

0

yec1,Np

1.000

ec2,V [mm]

0

yec2,Np

1.000

yre,Np

1.000

NRk,p

0 [kN]

32.346

NRk,p [kN]

129.383

gM,c,p

1.500

VRd,c1 [kN]

172.511

VSd [kN]

70.000

5. Combined tension and shear loads (EOTA TR 029, Section 5.2.4)bN bV a Utilization bN,V [%] Status

0.325 0.406 1.5 44 OK

bNa + bV

a <= 1

6. DisplacementsThe displacement of the highest loaded anchor should be calculated according to the relevant approval under the effect of the followingcharacteristic loads.

NSk = 3.704 [kN]

VSk = 12.963 [kN]

The acceptable anchor displacements depend on the fastened construction and must be defined by the designer!

7. Warnings• Characteristic bond resistances depend on short- and long-term temperatures.• Checking the transfer of loads into the base material is required in accordance with EOTA TR 029, Section 7!• The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions!• The design is only valid if the clearance hole in the fixture is not larger than the value given in Table 4.1 of EOTA TR029! For larger diameters

of the clearance hole see Chapter 1.1. of EOTA TR029!

4





Fastening meets the design criteria!

5





8. Installation data

Anchor plate, steel: -Profile: IPBi/HEA, 133 mm x 140 mm x 9 mm x 9 mmHole diameter in the fixture: df = 20 mmPlate thickness (input): 10 mmRecommended plate thickness: not calculatedCleaning: Premium cleaning of the drilled hole is required

Anchor type and diameter: HIZ (RE 500-SD + Rebar), 20mmInstallation torque: 0.000 kNmHole diameter in the base material: 25 mmHole depth in the base material: 90 mmMinimum thickness of the base material: 140 mm

Coordinates Anchor [mm]Anchor x y c-x c+x c-y c+y

1 -250 -450 - - - -2 250 -450 - - - -3 -250 450 - - - -4 250 450 - - - -

1 2

3 4

275.0 275.0

25.0 25.0

475.

047

5.0

25.0

25.0

1 2

3 4

x

y

6

anchor design - hilti (hp)

Documents