pegas metalicos.pdf

7/28/2019 pegas metalicos.pdf

1/9

Manufacturer ssign FR

Load range [t]

Anchor type

System typedesignation F

Fig. I

Anchor length

The ring clutch can move in anydirection

Fig. 2

= Spread anchor= Two hole anchor= Plate anchor= Erection anchor= Unilateral erection anchor= Garage anchor= Flat foot anchor= Double ended column anchor= Sandwich panel anchor= Universal anchor

Description of the system

FRIM EDA' s Rapid Lift System consists

of a steel anchor set in the concrete

and a lifting hook (ring clutch).

The precast concrete element is raised

and transported by means of a ring

clutch which locks into the cast-in

anchor. The design of the ring clutches

and anchors permits a pulling load

from any direction. The ring clutches

can be released either by hand

directly at t he clutch head, or by

remote control.

The load groups

The FRIM EDA Rapid Lift System

components are classifi ed by load

groups. Each load group corresponds

to t he load limit of a ring clutch to

which anchors with various rated

loads are allocated. The allocation of

rated loads to load groups and ring

clutches is shown in the adjacent

table. Anchors and ring clutches

cannot be mismatched, that is to say

that a ring clutch cannot be

assembled with an anchor of a

different load group.

4

FRIMEDA RAPID LIFT SYSTEM

Description of the system

SZPAEGF

DXU

= 13 cmlength

26.0

10.0

5.0

2.5

12.5

22.0

26.0

17.0

14.0

7.5

10.0

5.3

5.0

4.0

2.0

3.0

2.5

1.4

Load groupring clutch

[t ]

Load rangeanchor

[t ]

Load group

4

0.7


2/9

The anchors

The ring clutches

The anchors are manufactured from

special-grade steel strip St 52/3. The

foot of t he anchor varies, and is

described individually below. The hole

in the anchor head is designed to

receive the appropriate ring clutch.

The ring clutch is inserted into the

recess of the cast-in anchor and the

locking bolt is closed by hand. Thering clutch is thus secured to the

anchor in a matter of seconds. The

ring clutch can now be subjected to

loads in any direction: turning,

rotating and t ilt ing can all be carried

out easily.

Each anchor bears clearly visible

stamped markings with the name of

the manufacturer FRIM EDA, the

description of the system (F), the

anchor type (S), the anchor length in

centimetres (13) and the load range in

tons (2.0) (Fig. I)

There is no preferred direction of pull

(Fig. 2). To disengage, the locking bolt

is simply opened to free the ringclutch. If the access is more difficult

ring clutches wit h pneumatic or

manual remote-control release can be

used (TPA-F1, TPA-F2).


System components

TPA-R1 TPA-R2 TPA-R3 TPA-F1 TPA-F2

TPA-FX TPA-FD TPA-FP TPA-FFTPA-FS TPA-FZ TPA-FA TPA-FE TPA-FG

5


3/9

e

r

e

r

Main applications:

Columns, Beams, Trusses, Wall units,

Double T-slabs

Design considerations:Component thi cknessConcrete gradeReinforcement

Details p.14 - 18


Details p.19 - 21

Main applications:

Prestressed concrete t russes,

Thin walled elements, low strength

concrete (e.g. lightweight concrete)

Main applications:

Thin-walled concrete elements, being

lifted from a horizontal to a vertical

position (pitching).

Design considerations:Component thicknessConcrete gradeReinforcement

Details p.22 - 25

Applications:

Columns


Details p.30 - 31

Load range0.7 t to 22.0 t

The spread anchor is very versatile. It

provides an efficient anchorage in

bot h thin panels and slabs. For special

applications addit ional reinforcement

can be combined with the spread

anchor by ut ilising the extra hole.

Load range1.4 t t o 26.0 t

The head of the two hole anchor is

ident ical t o the head of the spread

anchor. The anchorage in concrete is

achieved by means of a reinforcement

tail. Longer anchors with addit ional

holes can be produced on request.


The special shaped anchor head

means that the pitching/turning loads

are taken by the anchor and not to

the concrete. This helps prevent

spallation of the concrete. The

anchors are notched to assist with the

placement of addit ional reinforcement

required in the pit ching/t urning

operation.


This anchor is identical to the head of

the t wo hole anchor. It was specially

developed for the erecting of columns

or similar construction elements.

Special lengths can be made to order.


Anchor types

Two hole anchor TPA-FZ

Erection anchor TPA-FA andUnilateral erection anchor TPA-FE (fig.)

Double ended column anchor TPA-FD

Spread anchor TPA-FS

6


4/9


Anchor types

Main applications:

Demoulding panels

Lifting thin slabsConcrete pipes


Details p.26 - 27

Main applications:

Very thin slabs


Details p.28

Main applications:

Very thin slabs, e.g. precast concrete

garages, casting in floor or roof slab

Design considerations:Component thicknessConcrete grade

Details p.29

Main applications:

Sandwich panels


Details p.32

Main applications:

see TPA-FS, TPA-FZ and TPA-FA

Small precast units

Design considerations:

Component thi ckness

Concrete gradeReinforcement

Details p.33


This anchor is a variant of the plate

anchor TPA-FP. The main uses are in

elements with a concrete strength, at2lift ing, in excess of 20 N/mm .

Reinforcement tails are essential.


This anchor is mainly used for slabs.Reinforcement tails are essential.

Load range 4.0 t

This special anchor is used for heavy

precast concrete system buildings,

such as garages. It is simi lar to t he

plate anchor TPA-FP.


This anchor is specially designed for

use with precast sandwich panels.

Its suspension point is close to the

gravity axis thus allowing the elementto be transported and erected in an

upright position.

Load range 1.25 t only

(Special l ight duty system wit h light

duty ring clutch, not part of load

range system).

This anchor combines the advantages

of Spread, Two hole and Erection

anchor with a very small recess in the

precast element.

Available ex-stock in stainless steel.

Flat foot anchor TPA-FF

Plate anchor TPA-FP

Garage anchor TPA-FG

Sandwich panel anchor TPA-FX

Universal anchor TPA-FU 1.25

7


5/9

at lifting speed

Lifting load coefficient f

up to 90 m/min

Lifting

classover 90 m/min

HV

G = Total mass of the precast unit

Safety rules

The load capacity of the anchordepends on:

- The strength of the concrete at

the time of l ifting/ transporting

- The embedded depth of t he anchor

- The edge distance and spacings of

the anchors

- The load direction

- The arrangement of reinforcement

The force acting on the anchor is

determined according to the following

load assumpt ions:

A lift system consists of a cast-in

anchor and a ring clutch. The ring

clutch is only attached to the anchor

when required for lifting.

The ring clutch is a strong, high

quality product and subject to checks

may be stored in the yard and be used

for many jobs.

The safety rules require the following

safety against breaking:

Breaking of the steel compon: g = 3Breaking of concrete: g = 2.5Breaking of cable wires: g = 4To guarantee a safe application of the

FRIM EDA Rapid Lift System, this

manual must be available to all opera-

tors using t he system.

Load capacity

1. When demoulding:

2. When transporting:

Adhesion to mould

Adhesion forces between the mould

and the concrete vary according to

the type of mould used. The following

may be taken as a guide:

2Oiled steel mould q = 1 kN/m2Varnished timber mould q = 2 kN/m2Rough timber mould q = 3 kN/m

The value (Ha) of adhesion to the

mould is thus calculated by t he

following equation:

Higher adhesion t o the mould is to be

expected for double T-slabs and

coffered units. For ease of calculation,

a multiple of the mass is used:

Ha = 2 x G

Coffered units Ha = 4 x G

Adhesion to the mould should be

minimised before lifting out of the

mould by removing as many parts ofthe mould as possible.

Double T-slabs

Deadweight

The mass (G) of a precast reinforced

concrete uni t can be determined using3a density ofg =25 kN/m .

Dynamic forces

When a precast unit is moved by

lifting gear, dynamic forces which

depend considerably on the type of

lifting gear used are generated.

These are taken into account in the

calculation using the lif ting load

coefficient f, in the following table.

Lifting load coefficients of

f = 1.1 to 1.3 are to be expected for

cranes with precision lifting, such as

those used in manufacturing plants

and on construction sites. The

application of a lifting load coefficientfor lifting out of the mould at the

manufacturing plant is unnecessary if

a suitably cautious approach is

adopted.

Care must be taken when transporting

suspended precast units over uneven

terrain. In the interests of safety, a

lifting load coefficient of f > 2 should

be used.

Total load

The total load of the precast unit for

calculating the anchor is determined

as follows:


Calculation

A is the area of contact betweenthe mould and the unit when starting

the lift. V = G x f 2

V = G + Ha1

Ha = q x A1

1.4 + 0.0088

1.3 + 0.0066

1.2 + 0.0044

1.1 + 0.0022

H 4

H 3

H 2

H 1

2.2

1.9

1.6

1.3

V

H

VH

V

H

VH

8

1


6/9

ba

a b

F F

S = centre of

gravity

Vtot

Lifting beam

tot

Asymmetrical anchor arrangement

If the arrangement of the anchors is

asymmetrical in relation t o the centre

of gravity, the load of the individual

anchors must be calculated using the

rod method.

Unequal anchor loads when the

suspension points are not symmetrical

in relation to the centre of gravity:

Note:

To avoid tilting of the unit during

transport, the load should be

suspended from the lifting beam

such that its centre of gravity S is

directly below the crane hook.

If no lifting beam is used during

transport, the anchors must be cast

in symmetrically to the load.

Transport without lifting beam

If no lift ing beam is used, the cable

angle depends on the length of t he

suspending cable. Halfen recommend

that, where possible, should be kept0

to a minimum - 30 is always

preferred. The result ing horizontal

component increases the tensile force

on the anchor by a further factor :

For a symmetrical arrangement, the

tensile force on the anchor is:

n = number of load bearing anchors

(see also section " Mult iple slings",page 10)

The load will always balance under

the crane hook. If the anchors are in

an asymmetrical arrangement, the

load of each anchor is calculated as

follows:

totF = V xba + b

a

totF = V xaa + b

b

F = z x V / n


Calculation

Cable angle factor zCable angle

V

tot

52.5

60.0

45.0

37.5

30.0

22.5

15.0

7.5

0

1.64

2.00

1.01

1.16

1.41

1.26

1.08

1.04

1.00

z = 1/ cos

= 2 x

F

F

9


7/9

V

GF

b d F bF

F

V

G

F dF

F

G

F

120

F

V

G

F

F

V

F

F

F

F

bF

G

F

V

Number ofload bearing

anchors: n = 4

tot


anchors: n = 4

tot


anchors: n = 4

tot


anchors: n = 2

totNumber of load

bearing anchors:

n = 3

tot

For a beam with more than two

suspension points and for a panel

wi th more than three, it is

impossible t o work ou t t he load per

anchor precisely, even if t he anchors

are arranged symmet rically t o the

load cent re. As a result of

unavoidable tolerances in the

suspension system and in the

posit ion o f the anchors, it can never

be determined whether the load on

each anchor is equal.

The use of t olerance-compensat ing

suspension systems (e.g. articulated

lifting beam combinations, multiple

slings with compensating rig, etc.)

permit s exact load distribut ion, but

should on ly be used by experienced

specialists; moreover, bearing in

mind t hat such a system must be

used both in plant and on site. In

case of doubt, only two anchors

should be assumed to be load

bearing

bearing.

The use of two anchors is

recommended for beams and panels,

and four anchors installed

symmetrically to the load centre is

recommended for slabs and

demoulding panels.

A perfect static weight distribution

can be obtained by t he use of a lift ing

beam and two pairs of anchors set out

symmetrically.

Examples:

For an arrangement of four

independent cable runs or continuous

diagonal cable runs, only two anchors

can be assumed t o be load bearing.

The system with compensating rig

makes it possible to distribute theload evenly over 4 anchors.

The use of three anchors ensures that

the stat ic load is shared evenly.

A perfect static weight distribution

can be obtained using a crossedspreader beam, which avoids angle

pull.


Multiple slings

10


8/9

G

The loads occurring on site are often greater than those in the plant as cable angle

and lift ing load coefficient s may be greater. At this stage the concrete strength is

usually higher resulting in a greater load capacity of the anchor.

Adhesion to mould

When selecting the anchor, a

distinction can be made between the

situation in the manufacturing plant

and on the construct ion site.

Example slab unit -

Lifting, transporting in the plant and

on site

i.e. an anchor in t he load range 14.0 t would have to be used.

If all factors were applied, the result would be

An anchor in t he 10 t load range is just wi thin the capacity required.

With 2 supporting anchors, the angled pull force F per anchor is as follows:

Transport on site:

Transport at the plant:

Demoulding at the plant:


Calculation example: slab unit

Example

Slab unit

Manufacturing plant

Demoulding Transport

On site

2 2F = (100 kN + 20 m x 2 kN/m ) x 1.4 x 1.41/2 = 138 kN

F = 100 kN x 1.4 x 1.41/2 = 98.7 kN

F = 100 kN x 1.1 x 1.04/2 = 57.2 kN

2 2F = (100 kN + 2 kN/m x 20 m ) x 1.0 x 1.04/2 = 72.8 kN

F = G x f x z/n

F = G x f x z/n

F = (G + q x A) x f x z/n

z Cable angle factor

f Lifting load coef.

A Mould area

q Adhesion to mould

G M ass

1.41 ( = 45)

10.0 t (~ 100 kN)10.0 t (~ 100 kN)

1.04 ( = 15)

1.0

215 N/mm

b22 kN/m

220 m

1.1

-

b1.4

235 N/mm

-

-

Fcu Concrete strength

11


9/9

16

250

700

75

10

30

87025

150 25

75

30

= 313.2 kN

= 208.8 kN

2Deadweight: G = (0.1 x 3.0 + 2 x 0.3 ) x 8.7 x 25 = 104.4 kN

Anchor selected: TPA-FS 10.0-30

Pitching and t ransport ing on the construct ion site

Adhesion to mould: Ha = 2.5 x 7.0 x 1 = 17.5 kN

Pitching reinforcement: 16 l = 1000 mm

Note: in most cases it is advisable to demould before pitching

Load per anchor when transporting:

Load per anchor when pitching:

F(acc. to table p. 24) perm, pitching 25 kN > 24.1 kN

Anchor selected: TPA-FA 5.0-29

Reinforcement tail: 16 l = 1500 mm

Dead weight: G = 0.16 x 7.0 x 2.5 x 25 = 70.0 kN

2Concrete strength when pi tching: f 15 N/mmcu

Lifting load coefficient of the crane: f =1.1 (pitching)

Note: no additional reinforcement required

2

Loads:

87.5

Fperm, transporting 50 kN > 45.5 kN

(acc. to table p. 16)

Q = G + Ha = 87.5 kN

Adhesion to mould: Ha = 2 x G

Total load:

Load per anchor when demoulding:

Load per anchor when transporting:

Lifting load coefficient (demoulding): f = 1.0

Cable angle factor: z = 1.16

Lifting load coefficient (transport ing): f = 1.1

Cable angle: = 30

2Concrete strength when demould: f 25 N/mmcu

Lifting and t ransport ing at the manufacturing plant:

Loads:

Q = Ha + G

313.2

4

Dimensions in cm

Dimensions in cm


Calculation examples

f =1.3 (transport ing on site)

Total load:

Double T beam

Wall panel

F = 1.3 x = 45.5 kN22

70

F = 1.1 x x 0.5 = 24.1 kN1

4F = 1.16 x 1.1 x = 33.3 kN104.4

F = 1.16 x 1.0 x = 90.8 kN

12

Documents

pegas metalicos.pdf