Tehnology

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Diploma Project Personal project plan

Student : NOVAC DANIEL PETRICA

3.2. Setting of the axes and establishing the 0 cote.

In order to draw the axes of the building the following pieces are required:

General situation plan;

Drawing of the main axis of the construction plan; Foundation plan

The main axis situated on the field is the base of the wall execution. The exterior perimeter is

delimited; afterwards the foundation axis will be established and the columns contour will be

drawn. After finishing the upward works, a set of auxiliary axis are drawn in order to provide

a support for the future works.

Drawing of the elements on the vertical axis will be realized by setting up the

beginning of the works some initial exterior landmarks (a minimum number of 3 such

landmarks is needed) from which the future distances will be measured.

3.3. Mechanical excavation

General principles that must be respected when executing the excavation works:

The natural equilibrium of the terrain surrounding the foundation hole must not be

affected;

The natural mechanical characteristics of the soil near foundation are maintained or

improved;

The work security must be assured;

The mechanical excavation offers a faster and more accurate work. The devices used for

these kind of works are excavators with hydraulic commands. The excavators with twisted

hoe will be used for these kind of works because it is used for silty soils.

3.4. Transport for the excavation works

The transport of the soil which had been excavated is an important part of the technological

process which influences in a decisive manner the productivity of these works. The soil

resulted from the excavation is transported using trucks. A flux of trucks must be assured in

order not to cause the stopping of the excavators. The standard dump truck is a full truck

chassis with the dump body mounted onto the frame. The dump body is raised by a hydraulic

ram lift that is mounted forward of the front bulkhead, normally between the truck cab and

the dump body.

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3.5. Drawing of the pad and column axis

Depending on the drawing of the axis with respect to the project and determining the 0 cote,

the next step is to draw the foundation toe (block) and the pad. The excavation works for

foundation take place.

3.6. Execution of the foundation works for spread and continuous foundation

After digging the trench, a layer of minimum 5 cm is poured beneath the foundation

toe. After that the concrete is poured into the foundation. The pouring operations will be

realized using concrete pumps and transit mixers. When pouring the foundation block, a

continuous flux must be achieved in order not to stop the complex process of concrete

pouring.

The next step is to set up the wood formwork for the pad and to prepare the

reinforcements for the works. The formwork will be realized of pine wood using kneels and

steel wire for joints. The reinforcements must be put into place respecting the imposed

distances from the project. In this stage the reinforcement for the column must be also

positioned in the foundation pad, leaving only a distance of 80 cm of reinforcement over the

ground(whiskers). Pouring the concrete for the foundation and removing the formworks will

be the last step for these processes. The work point must be equipped with vibrators.

The filling soil is set up in order to achieve the required height where the 0 cote wasestablished. A layer of gravel having 5 cm is used in order to break the capillarity. A layer of

Kraft paper is set up over the foundation in order to avoid the water infiltrations.

The pouring of the leveling concrete at the pads and mounting of the reinforcement

for all foundations and columns take place. The pouring operations will not take place until

the state inspection, projection and the owner will be there and verify. A verbal process is

done which confers the quality of the works. Depending on the concrete class, concrete is

required from the supply deposits.

3.7. Elevation execution

After pouring the concrete into the foundation pads and leaving outside the proper

whiskers for joining the reinforcements between the columns from the ground floor with the

ones from the foundation, it is proceeding to the mounting of the formwork. At the execution

of the formwork for the building elevations, between the columns of the ground floor with a

pre check by the state inspection it is preceding to the concrete pouring. After concrete

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hardening (28 days) the formwork removal is done for the elevations and the execution of the

filling operations between the empty spaces which will be properly compacted with vibrators.

3.8. Column reinforcement

The reinforcements are realized in special workshops on marks and pieces.

The columns reinforcement is placed with respecting the dimensions between bars

and between stirrups. The reinforcements which are to be set up are cut-up in centralized

workshops or in the construction site, being executed with respect to the project and

execution plans. The bars are positioned longitudinally, a minimum necessary of 4 bars being

required from constructive reasons (which have to be positioned in each corner of the

column). The minimum covering of the bars is done in order to provide protections from the

external factors. The longitudinal bars are solidified all across their length with stirrups

having the minimum diameter of 6 mm.

3.9. Concrete pouring

The concrete is brought in concrete mixers, being accompanied by certificates which attest

the class and physical properties of them. After that it is poured using concrete pumps. A

continuous flux must be assured.

3.10. Plate reinforcement, formwork and pouring

The next stage is positioning the formworks for plate. The formworks are realized is special

workshops. They are set up with respect to project prescriptions. After setting up the

formwork, a recheck of the axis is necessary. Special columns are provided made of wood

having 15-25 cm diameter to take the loads from concrete pouring. At each square meter one

such strut will be disposed.

After that, the reinforcement is positioned respecting the distances and project indications.

Some special devices are positioned in order to keep the bars in position when pouring theconcrete.

Before pouring the concrete, the concrete is necessary, in order that the hardening of the

concrete to take place in normal conditions. In 12 hours from pouring, the wetting of the plate

and formwork is done (at each 2 hours). In summer time, when there are high temperatures,

the covering of the plate is necessary using bags, sand and wood chips. On rainy weather, the

concrete is protected using panels so that the cement would not be washed from the surface.

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5. Mater ials transportation wi th tower cranes. Lif ting devices

Choose the tower crane necessary to lift different loads. Establish the lifting device

type.

5.1. Short history of cranes

There are several types of cranes, each of them with specific features in order to fulfill

the demands for particular jobs:

a). Truck -mounted crane:

A crane mounted on truck carrier which provides the mobility for the crane.

Outriggers that extend horizontally and vertically are used to level and stabilize crane for

hoisting.

b). Loader crane:

A loader crane offloads aerated concrete bricks at a building site. This is a

hydraulically -powered articulated arm fitted to a trailer, used to move goods onto or off of

the trailer. Unlike most cranes the operator must move around to be able to view his load;

hence he will have a portable cabled or radio linked control system.

c).Rough terrain crane

A crane mounted on an undercarriage with four rubber tires that is designed for pick -

and -carry operations and for off -road and rough terrain applications. Outriggers that extendhorizontally and vertically are used to level and stabilize the crane for hoisting. These

telescopic cranes are single-engine machines where the same engine is used for powering the

undercarriage as is used for powering the crane, similar to a crawler crane. However, in a

rough terrain crane, the engine is usually mounted in the undercarriage rather than in the

upper, like the crawler crane.

d).Crawler crane

A crawler is a crane mounted on an undercarriage with a set of tracks that provide for

the stability and mobility of the crane. Crawler cranes have both advantages and

disadvantages depending on their intended use. The main advantage of a crawler is that they

can move on site and perform lifts with very little set -up, as the crane is stable on its tracks

with no outriggers. In addition, a crawler crane is capable of moving with a load. The main

disadvantage of a crawler crane is that they are very heavy, and cannot easily be moved from

one job site to the next without significant expense. Typically, a large crawler must be

disassembled or moved by barge in order to be transported.

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e).Gantry crane

A Gantry crane has a hoist in a trolley which runs horizontally along gantry rails,

usually fitted underneath a beam spanning between uprights which themselves have wheels

so that the whole crane can move at right angles to the direction of the gantry rails. These

cranes come in all sizes, and some which are extremely large for use in shipyards or

industrial installations can move very heavy loads.

f).Tower crane

The tower crane is a modern form of balance crane. Fixed to the ground, tower cranes

often give the best combination of height and lifting capacity and are used in the construction

of tall buildings. To save space and to provide stability the vertical part of the crane is often

braced onto the completed structure which is normally the concrete lift shaft in the center of

the building. A horizontal boom is balanced asymmetrically across the top of the tower. Its

short arm carries a counterweight of concrete blocks, and its long arm carries the lifting gear.

The crane operator either sits in a cabin at the top of the tower or controls the crane by radio

remote control from the ground, usually standing near the load. In the first case the operator's

cabin is located at the top of the tower just below the horizontal boom. The boom is mounted

on a slewing bearing and is rotated by means of a slewing motor. The lifting hook is operated

by a system of sheaves. A jack up mast supports a tower crane. The inner element is moved

upward with jacks and a new outer section is assembled around the exposed portion. A tower

crane is usually assembled by a telescopic crane of smaller lifting capacity but greater height

and in the case of tower cranes that have risen while constructing very tall skyscrapers, a

smaller crane will sometimes be lifted to the roof of the completed tower to dismantle the

tower crane afterward. A self-assembling tower crane has been demonstrated, which lifts

itself off the ground using jacks, allowing the next section of the tower to be inserted at

ground level.

5.2. Mechanical principles

There are two major considerations that are taken into account in the design of cranes.

The first is that the crane must be able to lift a load of a specified weight and the second is

that the crane must remain stable and not topple over when the load is lifted and moved to

another location.

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5.3. Lifting capacity

Cranes illustrate the use of one or more simple machines to create mechanical

advantage: The lever: a balance crane contains a horizontal beam pivoted about a point.

The principle of the lever allows a heavy load attached to the shorter end of the beam to be

lifted by a smaller force applied in the opposite direction to the longer end of the beam. The

ratio of the load's weight to the applied force is equal to the ratio of the lengths of the longer

arm and the shorter arm, and is called the mechanical advantage.

The pulley: a jib crane contains a tilted strut that supports a fixed pulley block. Cables

are wrapped multiple times round the fixed block and round another block attached to the

load. When the free end of the cable is pulled by hand or by a winding machine, the pulley

system delivers a force to the load that is equal to the applied force multiplied by the number

of lengths of cable passing between the two blocks. This number is the mechanical

advantage.

The hydraulic cylinder: this can be used directly to lift the load, or indirectly to move

the jib or beam that carries another lifting device.

Cranes, like all machines, obey the principle of conservation of energy. This means

that the energy delivered to the load cannot exceed the energy put in to the machine. For

example, if a pulley system multiplies the applied force by ten, then the load moves only one

tenth as far as the applied force. Since energy is proportional to force multiplied by distance,

the output energy is kept roughly equal to the input energy (in practice slightly less, because

some energy is lost to friction and other inefficiencies).

5.4. Stability of crane

In order for a crane to be stable the sum of all moments about any point such as the

base of the crane must equate to zero. In practice the magnitude and combination of

anticipated loads is increased so that a crane should have a factor of safety against toppling of

about ten times.

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The water-cement ratio gives at a specific age and under normal temperatures the

compressive strength. The lower the water-cement ratio is the greater the compression

strength is

The workability of the concrete for satisfactory placing and compaction is controlled

by the size and shape of the section to be concreted, the quantity and spacing the

reinforcements and the methods to be employed for transportation, placing and compaction

the concrete.

A. Load evaluation

a) self weight of the formwork pa= 25 daN/m2

b) weight of the reinforced concrete :

3( ) /b bP H A daN m

c)technological loading uniformely distributed (circulation paths and people agglomeration) :

- for the formwork fullness pc= 250 daN/m2

- for horizontal sustains pc= 150 daN/m2

- for vertical sustains pc= 100 daN/m2

d) loading due to consolidation through vibration of the concrete

pc= 120 daN/m2.

Loadings :

- for the resistance calculus :2

v a b cP (p p p )daN/ m

- for the rigidity calculus :v

' 2a bP (p p )daN / m

No. Construct

ion

element

Formw

ork type

H

(m)

b

daN/m3

b+ A

daN/m3

Loads

Pa Pb Pc Pe Pv Pv

1

Slab

Filled

0,12 2500 2650 25 345

250

120

740

3702 ESO 150 640

3 ESV 100 590

4

Girders

Filled

0,5 2500 2650 25 1193

250

120

1588

12185 ESO 150 1488

6 ESV 100 1438

B. Hori zontal loadsacting on the side of the formwork

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- fPloading from concrete casting:2

1 2 3 4[ / ]f bP H daN m

- 1coefficient depending on the speed of casting

- 2 concrete workability coefficient

- 3coefficient that takes into account the maximum size of the item section of casted

concrete

- 4 coefficient that takes into account the temperature of the casted concrete

- gPdynamic horizontal loading of the shocks produced in the discharge of concrete :

2600[ / ]gP daN m

- oPtotal horizontal load; o f gP P P

- 'oPpermanent horizontal load; 'o fP P

No. Element H

[m]

b

[daN/m3

]

v

[m/h

]

1 2 3 4

Loads [daN/m ]

Pf Pg Po Po

1 girders 0.5 2500 10 1 1 0,95 0,95 1015.3 600 1615.3101

5.3

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max1 1615.3 /q P m daN m

8mm

10M cm

9.20H M cm

4.4c

Elements:

- A, simply framed surface, boarding made of pine boards of 2,4 x 15 x

400 cm;- B, primary supports, braces made of pine boards 8 x 9,8 x 400 cm; -

B', primary supports, braces made of pine boards 9,8 x15 x 400 cm;

- C, secondary supports of simple posts, circular pine -

D, ties made of pine boards 2,4x15x400 cm.

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C. Provided resistance

The rib is a continous beam (with dge opening) subjected to bending.

q

Wl

WM

lqM

MM

plapl

plaplcapc

c

capcc

8

8

1 2max

max

lmax distance, [cm];

plpermissible resistance to moisture of the plywood :apl= 120 daN/cm2

quniformly distributed load for a strip width of 1 m;

nnumber of fields;

Aiwidth of the plywood, [cm];

ncnumber of ribs;

2 2 2

3100 100 9.201410

6 6 6pl

b h HW cm

8 150 1410 32.361615.3

l cm

32.36

' 30.821.05 1.05

ll cm

2

max

11615.3 32.36 211436

8

cM daNcm

120 1410 169200ccap apl pl M W daNcm

cl

cA

n i

'

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1

2

3

4

30 4.430 0.72 1; 2

30.82 4.4

40 4.440 1.01 1; 2

30.82 4.4

50 4.450 1.29 1; 230.82 4.4

100 4.4100 2.71 3; 4

30.82 4.4

c

c

c

c

A cm n n n

A cm n n n

A cm n n n

A cm n n n

46.273

4.44100

2.41

1

4.4250

2.311

4.4240

2.211

4.4230

'

'

'

'

ef

ef

ef

ef

l

l

l

l

C.1 Checking

300f

l,

'1.05l l

IE

lqf

4'

385

5, where:

- lmax distance [cm]

- Eelasticity modulus;2

150000 /E daN cm

- Imoment of inertia ;3

4

12

b hI cm

- q permanent load, [daN/cm]

pl

adm

pl ff m ax

3005

384

384

53'

max

4'

max

lq

IE

f

l

IE

lqf

plpl

plpl

pl

Epl= 150000daN/cm2

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433

26.412

8.0100

12cm

hbI

pl

' 1 1015.3 / 10.153 /oq P m daN m daN cm

'1.05 41.2 1.05 43.26efl l m m cm

3

max

384 150000 4.2659.70 300

5 10.153 43.26

l

f

The condition is not fulfilled and we insert an additional rib to the current panel of 50 cm

and resume the calculation of stiffness for the panel of 40 cm with lef= 31,2 cm.

' 1.05 31.2 1.05 32.76efl l m m cm

3

max

384 150000 4.26137.47 300

5 10.153 32.76

l

f

The condition is not fulfilled so we insert an additional rib to the current panel of 40 cm and

repeat the calculation of the stiffness for the panel of 100 cm with lef=27,46cm.

' 1.05 27.46 1.05 28.83efl l m m cm

3

max

384 150000 4.26201.71 300

5 10.153 28.83

l

f

The condition is not fulfilled sowe insert an additional rib to the current panel of 100

cm and resume the calculation of stiffness for the panel of 30 cm with lef=21.20 cm.

' 1.05 21.20 1.05 22.26efl l m m cm

3

max

384 150000 4.26438.22 300

5 10.153 22.26

l

f

The rigidity checking is satisfied

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Slab formwork

a. Strength of the panel

max

c c

capM M

88

22gec

mac

dqlqM

c c

cap a cM W , where:

quniformly distributed load for a strip of width 1m;

dgedistance between extensible girders;

ac= 120daN/cm2

Wcstrength modulus

c

c

a

geW

dq

8

2

2 2 23( ) 4.4 (10 0.8)

62.066 6 6

c b h c M W cm

'max max max 740 0.312 0.044 263 /caf ef q P l P l c daN m

cmW

dcc

a

ge

14872.2

06.621208

72.2

8

2 22.63 1487200.9 / 120 62.06 7447.2 /

8 8

ge c

a c

q ddaN cm W daN cm

b.

max

c c

admf f

44 4

max'5 ' 5 5 1.317 188.14 0.63

384 384 384 120000 285.5

gec

c c c cq dq lf cm

E I E I

300

gec

adm

df

300

'

384

5 4

ge

cc

ge d

IE

dq

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3

'3005

384

q

IEd

cc

ge

dgedistance between extensible girders;

Ec elasticity modulus,Ec= 120000daN/cm2

Ic moment of inertia

3 3 34( ) 4.4 9.2

285.512 12 12

c b h c M I cm

' 'max max max 370 0.312 0.044 131.7 /caf ef q P l P l c daN m

3120000 285.5 384

188.145 300 1.317

ged cm

4

max

5 1.317 188.14 188.140.63 0.62

384 120000 285.5 300

c c

admf cm f cm

c.

The bearing capacity of the extensible girders

max

ge ge

capM M

88

2

ma x2

ma x

LdpLqM

gege

ge

cap

geM

Ldp

8

2

ma x

2

ma x

8

LP

Md

ge

cap

ge

2

8 15000.57

640 5.75ge

d m

, se adopt 0.50ged m

2

max

640 0.50 5.751322.5

8

geM daNm

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c) Cement quantity

K

AC (Kg/m3beton), where

C

AK

cb RR )5.0( A

C

cb

c

RR

R

C

AK

5.0

5.0 - for river aggregates

max0.5 35 0.52 0.5725 0.5 0.5 35

K K

Kmax the maximum value allowed for W/C ;

K

AC

3/35652.0

185mKgC beton>Cmin=240Kg/m

3beton

d) Overall aggregate quantity

(1000 10 )g agc

cA q A

q

3356

2.7 (1000 185 10 2) 1826 /3gA kg m beton

2% - airvolum in the concrete

4 types of aggregate (0/3; 3/7; 7/16; 16/31), in proportion of :

330/ 3

321826 584 /

100 100

g

PN A kg m beton

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37 33/ 7

50 321826 329 /

100 100g

P PN A kg m beton

316 7

7/16

72 501826 402 /

100 100g

P PN A kg m beton

331 16

16/31

100 721826 511 /

100 100g

P PN A kg m beton

TOTAL: 31826 /gA kg m beton

The laboratory mix:

Check and adjust if it is necessary. This means checking the concrete for workability,cohesion and surface finish and testing cubes or cylinders for determining the compressive

strength.

After the mix proportions are determined, in the preliminary mix, a trial mix is made.

That means to check the assumptions and establish the effect of the variation on water

requirements.

The laboratory mix is meant to provide 12 specimens (cubes and cylinders) for testing

concrete in strength at 7 days and at 28 days. It is prepared an informative mix of minimum

30 dm with the proportions of cement and aggregate found in the preliminary mix. The water

will be inserted step by step, until is obtained the desired workability. It will appear a new

quantity of water and a new specific weigh.

3185 (7 6) 2 187 /A l m beton

3187359 /

0.52C kg m beton

33562.7 (1000 187 10 2) 1818 /3

gA kg m beton

' 3187 359 1818 2364 /b kg m beton

3

'

'

23671800 1800 1802 /

2364

ef

g

b

A kg m beton

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On sorts:

3

0/ 3

1802584 576 /

1826N kg m beton

3

3/ 7

1802329 325 /

1826N kg m beton

3

7/16

1802402 397 /

1826N kg m beton

3

16/31

1802511 504 /

1826N kg m beton

TOTAL: 31802 /gA kg m beton

The working mix

The working mix comes from the laboratory mix by correcting it with the real aggregate

humidity. The real aggregate humidity is usually known for each size fraction and is denoted:

iju .

0 / 3 3/ 7 7 /16 16 / 312.5%; 2%; 1%; 1%;N N N NU U U U

100

i

g g gi

UA A A

0/ 3

2.5576 14

100

N l

3/ 7

2325 6.5

100N l

7/16

1397 4

100N l

16/31

1504 5

100N l

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TOTAL: 29.5gA l

Water mixture: ' 3187 29.5 157.5 /gA A A l m beton

Wet aggregate: ' 31802 29.5 1831.5 /g g gA A A l m beton , of which:

' 3

0/ 3 576 14 590 /N kg m beton

' 3

3/ 7 325 6.5 331.5 /N kg m beton

' 3

7/16 397 4 401 /N kg m beton

' 316/31 504 5 509 /N kg m beton

Technological sheet for concrete mix

Component

Composition for 1 m beton Obs.

Ui%Preliminary mix Laboratory mix Working mix

Water (l) 185 187 157.5 -

W/C 0.52 0.52 0.52 -

Cement 356 359 359 -

Agregate(kg)

N0/3 584 576 590 2.5

N3/7 329 325 331.5 2.0

N7/16 402 397 401 1.0

N16/31 511 504 509 1.0

Ag 2367 2345 2356 -

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Materials transportation with tower cranes. Lifting devices

Choose the tower crane necessary to lift different loads. Establish the lifting device type.

1.1. Calculation steps.

1. Establish the loads characteristics.

2. Determine the working fronts of the lifting device

3. Evaluate the necessary technological parameters for the lifting device.

4. Chose the lifting device.

1.2. The assignment content

a). Computation notes in order to choose the tower crane necessary for a particularjob, evaluation of the necessary technological parameters for the lifting device.

b). Technological sheet for materials transportation with tower cranes:

- working front.

-lifting device

1.3. Solving steps

Choose the tower crane necessary to lift a certain number of bricks and a given

quantity of concrete to the upper floor of a block of flats (ground floor and two floors).

1. Estimate the loads characteristics

Gr -the load that is lifted [kN];

hr -the height of the load that is lifted [m];

br -the width of the load that is lifted [m];

lr -the length of the load that is lifted and of the lifting device [m];

ho -the height of the lifting device measures from the upper part of the lifted load and

the clamping point to the crane's hook.

The bricks are lifted to the top of the building by using a special device named box -

pallet having the dimensions given in the technological sheet.

With this device there can be lifted a number of 80 (POROTHERM 25/30 LIGHT)

bricks with the weight of a single one equal with 11.5 daN. So:

G1 = 80 pieces x 11.5 g = 920 daN = 9.20 kN

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hr = 0.8 m (the box -pallet height) in order to lift the load is necessary to use a device

made of four inclined cables. The weight of the lifting device is given by the weight of the

box -pallet (90 daN) and the weight of the inclined cables

gd = 90 + (2*45) = 180 daN = 1.80 kN;

hl = 1.65 m (the height of the device; 0.8 m the box-pallet and 0.85 m length of the

cables)

2. Determine the working fronts of the lifting device.

The dimensions of the structure are:

H = 13.30 m - the height;

B = 14.10m- the width;

L = 9.80 m- the length.

It will be used a tower crane that is placed on a rolling way situated along the block of

flats at 5 meters (d). The rolling way of the crane is arranged to H = + 0.50 m with respect

to the zero quota of the building.

3. Determine the necessary technological parameters needed to choose the lifting

device.

The crane's working parameters:Qcnec. = Gl + gd

Where:

Qcnec. -the necessary load [kN];

Gl - the load that is lifted [kN];

gd - the weight of the lifting device [kN].

Qcnec. = 9.20 kN + 1.80 kN = 11.00 [kN] = 1.1 tones

Hcnec = HH + hl + hd + hs

Where:

Hcnec = the necessary height [m];

H = the difference between the crane's circulation level and the ground level [m];

hl = the height of the load that is lifted [m];

hs = the safety height (2.00 meters).

Hcnec = 13.30 m0.5 m + 1.65 m + 2.00 m = 16.45 m

Rcnec = B + d

Where:

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Rcnec = the necessary range for the lifting device so that the crane's hook vertical to

overtake the farthest point where the load has to be placed [m];

B = the structures width [m];

d = the distance between the rolling way and the structure [m].

Rcnec = 14.10 + 5.00 = 19.60 m

4. Choose the lifting device

The following conditions have to be simultaneously complied:

-Qc nec< Qc ef

-Hcnec Qc nec = 1.1 tf

Rcef =15.71m>Rcnec = 10.5 m

Hcef =16m>Hcnec = 12.95 m

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Tehnology

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