Zoomlion TC6520-10D Foundation 101114

2-32 Technical ParametersTC6520-10E-138Y-A01

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塔式起重机操作手册Tower Crane Operation Manual

6 Foundation loads

6.1 Foundation loads for the outrigger crane with climbing equipment

(1) Foundation loads for 65m jib with climbing equipment

Number of section

Hook height (m)

operation status

Moment M(kN•m)

Horizontal force H(kN)

Vertical force V(kN)

Torsion T(kN•m)

2 15.0 In service 1850.7 17.0 784.1 375.3 Out of service -956.6 65.8 603.9 0.0





7 30.0 In service 2228.3 23.4 867.4 375.3 Out of service 978.1 93.7 687.2 0.0












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6.2 Corner pressure for the chassis crane with climbing equipment

Case 1：For in service: wind direction perpendicular to the jib

Case 2: , For out of service: wind direction parallel to the jib.

D

A

C

B

D

A

C

B

2-41Technical Parameters TC6520-10E-138Y-A01

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(1)

Rea

ctio

n Fo

rce

for 6

5m ji

b w

ith c

limbi

ng e

quip

men

t (w

heel

gau

ge:6

m)

Num

ber o

f sec

tion

Hoo

k he

ight

(m)

Ope

ratio

n st

atus

Cas

e 1(

kN)

Cas

e 2(

kN)

Max

reac

tion

(kN

)R

AR

BR

CR

DR

AR

BR

CR

D

215

.5In

serv

ice

370.

2 63

9.1

535.

1 26

6.1

452.

6 68

4.0

452.

6 22

1.2

684.

0 O

ut o

f ser

vice

486.

1 33

0.2

330.

2 48

6.1

408.

2 29

8.0

408.

2 51

8.4

518.

4

318

.5In

serv

ice

381.

9 65

2.2

531.

7 26

1.4

456.

8 69

6.9

456.

8 21

6.7

696.

9 O

ut o

f ser

vice

490.

6 33

4.1

334.

1 49

0.6

412.

3 30

1.7

412.

3 52

3.0

523.

0

421

.5In

serv

ice

393.

9 66

5.7

528.

1 25

6.2

461.

0 71

0.4

461.

0 21

1.5

710.

4

Out

of s

ervi

ce49

5.1

337.

9 33

7.9

495.

1 41

6.5

305.

4 41

6.5

527.

6 52

7.6

524

.5In

serv

ice

406.

0 67

9.8

524.

2 25

0.5

465.

1 72

4.8

465.

1 20

5.5

724.

8

Out

of s

ervi

ce49

9.7

341.

7 34

1.7

499.

7 42

0.7

308.

9 42

0.7

532.

4 53

2.4

627

.5In

serv

ice

418.

4 69

4.4

520.

2 24

4.2

469.

3 73

9.9

469.

3 19

8.7

739.

9 O

ut o

f ser

vice

504.

3 34

5.3

345.

3 50

4.3

424.

8 31

2.4

424.

8 53

7.2

537.

2

730

.5In

serv

i ce

431.

1 70

9.6

515.

9 23

7.3

473.

5 75

5.9

473.

5 19

1.1

755.

9 O

ut o

f ser

vice

509.

0 34

8.9

348.

9 50

9.0

429.

0 60

7.1

429.

0 25

0.9

607.

1

833

.5In

serv

ice

444.

0 72

5.5

511.

3 22

9.8

477.

6 77

2.7

477.

6 18

2.6

772.

7O

ut o

f ser

vice

297.

7 56

8.7

568.

7 29

7.7

433.

2 64

9.8

433.

2 21

6.6

649.

8

936

.5In

serv

ice

457.

2 74

2.0

506.

4 22

1.6

481.

8 79

0.5

481.

8 17

3.1

790.

5 O

ut o

f ser

vice

276.

0 59

8.6

598.

6 27

6.0

437.

3 69

4.8

437.

3 17

9.8

694.

8

1039

.5In

serv

ice

470.

7 75

9.2

501.

2 21

2.7

486.

0 80

9.2

486.

0 16

2.7

809.

2

Out

of s

ervi

ce25

2.9

630.

1 63

0.1

252.

9 44

1.5

742.

4 44

1.5

140.

6 74

2.4

1142

.5In

serv

ice

484.

6 77

7.3

495.

7 20

3.0

490.

1 82

9.0

490.

1 15

1.2

829.

0 O

ut o

f ser

vice

228.

2 66

3.1

663.

1 22

8.2

445.

7 79

2.6

445.

7 98

.7

792.

6

1245

.5In

serv

ice

498.

8 79

6.2

489.

8 19

2.4

494.

3 85

0.0

494.

3 13

8.6

850.

0 O

ut o

f ser

vice

201.

8 69

7.9

697.

9 20

1.8

449.

8 84

5.6

449.

8 54

.0

845.

6

1348

.5In

serv

ice

513.

5 81

6.0

483.

4 18

0.9

498.

5 87

2.1

498.

5 12

4.8

872.

1 O

ut o

f ser

vice

173.

7 73

4.3

734.

3 17

3.7

454.

0 90

1.5

454.

0 6.

5 90

1.5


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Num

ber o

f sec

tion

Hoo

k he

ight

(m)

Ope

ratio

n st

atus

Cas

e 1(

kN)

Cas

e 2(

kN)

Max

reac

tion

(kN

)R

AR

BR

CR

DR

AR

BR

CR

D

1451

.5In

serv

ice

528.

5 83

6.8

476.

7 16

8.5

502.

6 89

5.6

502.

6 10

9.7

895.

6 O

ut o

f ser

vice

143.

7 77

2.6

772.

6 14

3.7

458.

1 96

0.4

458.

1 -4

4.2

960.

4

1554

.5In

serv

ice

544.

1 85

8.7

469.

5 15

4.9

506.

8 92

0.4

506.

8 93

.1

920.

4 O

ut o

f ser

vice

111.

7 81

2.9

812.

9 11

1.7

462.

3 10

22.7

46

2.3

-98.

0 10

22.7

1657

.5In

serv

ice

560.

2 88

1.8

461.

7 14

0.1

510.

9 94

6.9

510.

9 75

.0

946.

9 O

ut o

f ser

vice

77.7

85

5.3

855.

3 77

.7

466.

5 10

88.4

46

6.5

-155

.4

1088

.4

1760

.5In

serv

ice

576.

8 90

6.3

453.

4 12

4.0

515.

1 97

5.0

515.

1 55

.2

975.

0 O

ut o

f ser

vice

41.4

89

9.9

899.

9 41

.4

470.

6 11

57.8

47

0.6

-216

.5

1157

.8

3-4 TransportationTC6520-10E-138Y-A01


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2 2 Packing list

No. Designation Outline L(m) B(m) H(m)

Weight

per

piece

（t）

Qty

1Section of

counter-jib5.90 1.50 0.63 1.04 1

2Section of

counter-jib8.30 1.50 0.63 1.61 1

3 Jib section Ⅰ 10.18 1.49 1.51 1.41 1

4 Jib section Ⅱ 5.19 1.49 1.38 0.66 1

5 Jib section Ⅲ 5.19 1.49 1.38 0.68 1

6 Jib section Ⅵ 5.19 1.49 1.35 0.42 1

7 Jib section Ⅶ 5.19 1.49 1.35 0.46 1

8 Jib section Ⅷ 5.19 1.49 1.35 0.41 1

9 Jib section Ⅳ 10.19 1.49 1.38 1.09 1

10 Jib section Ⅴ 10.19 1.49 1.35 0.90 1

11 Jib section Ⅸ 10.19 1.49 1.35 0.67 1

12 Jib section Ⅹ 0.96 1.49 1.48 0.14 1

13Tower head

structure7.09 1.63 1.90 1.37 1

14Slewing mast

structure2.26 1.67 1.90 1.24 1

LH B

L

H B

B

L

H

L

H B

BL

H

LBH

L

H B

L

H B

3-5Transportation TC6520-10E-138Y-A01

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No. Designation Outline L(m) B(m) H(m)Weight per

piece （t）Qty

15 Slewing assembly 2.66 2.01 2.59 5.66 1

16 Climbing frame 7.23 2.75 2.54 3.10 1

17 Trolley 1.80 1.78 0.95 0.40 1

18 Hook 0.90 0.40 1.64 0.34 1

19Tower section

L68A12.10 0.51 3.27 1.62 17

20

Tower section

L68B2（only for

chassis stationary

or traveling）

2.10 0.51 3.27 2.00 1

21

Base Tower

Section L68G21

（only for

Anchored

Embeded）

7.76 2.10 2.10 4.12 1

22

Frame of

allocation（only

for Anchored

Embeded）

2.11 2.11 0.85 0.44 1

23

Base section

（only for chassis

stationary or

traveling）

4.81 2.38 2.38 3.95 1

24整梁（仅底架固

定式、行走式）8.94 1.34 0.83 2.21 1

L

H BBH

L

L

H B

L

H B

L

H B

H

L

B

L

H B

H

L

B

L

H B

BH

L

3-6 TransportationTC6520-10E-138Y-A01


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No. Designation Outline L(m) B(m) H(m)Weight per

piece （t）Qty

24

Whole beam

（only for chassis

stationary or

traveling））

8.94 1.34 0.83 2.21 1

25

Semi-beam

（only for chassis

stationary or

traveling）

4.31 1.27 0.52 1.08 2

26Hoisting

mechanism2.28 1.87 1.20 2.91 1

27Trolleying

mechanism1.20 0.73 0.59 0.49 1

28 Cabin 0.55 0.55 1.56 0.35 1

29 司机室 1.90 1.25 2.20 0.50 1

L

H B

H

L

B

BH

L

L

H

B

HL

B

L

H B

4-14 PrerequisiteTC6520-10E-138Y-A01

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3 Counter weight

3.1 Configuration for counter weight

Jib lengths(m) Counter weight(t) Number of PHZ3000A Number of PHZ2000

65 25 7 2

60 24 8 0

55 23 7 1

50 22 6 2

45 20 6 1

40 17 5 1

35 14 4 1

30 13 3 2

4-15Prerequisite TC6520-10E-138Y-A01

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3.2 Counter weight drawings

The ballast has two specifications，PHZ3000A and PHZ2000，both are cast with reinforced concrete.

For specific dimensions, refer to Fig. 3.2-1a、3.2-1b、3.2-2a、3.2-2b

In the hand book, the size of the Counter-weight is designed as the density is 2400kg/

m3 . It is permited that the direction of the thickness should be adjusted if the density is

not the same to 2400kg/m3.

We suggest weight every ballast exactly, and make the lasting sign on the surface

of them. Permitted weight deviation is 2%, concrete grade no less than C20, Stamped

concrete, the curing period of the counter-weight must not be less than 15 days after

pouring.

NOTICE


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Fig

3.2-

1a

(1)

PH

Z300

0


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No. Name Specification Qty Material

1 Lifting hook Φ30 1 Q235B

2 Steel reinforcement Φ14 4 HPB235




6 Angle steel L40×4 4 Q235B

7 Angle steel L=1140 L40×4 4 Q235B

8 Angle steel L=3400 L40×4 4 Q235B

9 Fixing plate t8 2 Q235B


11 Plate t8 2 Q235B

Fig3.2-1b

Fig3.2-1 The drawing for counter weight PHZ3000

1. Welding rod : E4303(J422);

2. Weld the joint of part 1 and part 3,steel pipe and part 2,part2 and part 4, part 3 and

part 4,part 4 and part 5,firmly together.

3. First，connect the reinforcing fabric with spot welding at the contact point，and put

it into the frame(part6,7,8).Then weld the angle steel frame firmly at the connect

point. Last,connect the reinforcingfabric and the frame with welding.

4. It is necessary to keep the dimensions 300x1220mm and to keep the same level of

the concrete surface as the frame when pouring.

5. Weld the part 9 and the part 10 firmly to the frame in order to fixing the part

1 and steel pipe.Weld part 10 to part 11 firmly.

6. The concrete strength is over c20.The allowable weight variation is 2%.

7. The weight should be printed at the two side of the top of the counter-weight;

8. All parts of the drawing are provided by user.

NOTICE


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Fig3

.2-3

a

(3)

PHZ2

000


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No. Name Specification Qty Material

1 Lifting hook Φ30 1 Q235B





6 Angle steel L40×4 4 Q235B

7 Angle steel L40×4-1140 4 Q235B

8 Angle steel L40×4-2270 4 Q235B



11 plate t8 2 Q235B

12 1 C20

Fig3.2-2b

Fig3.2-2 The drawing of counter weight PHZ2000

1. Welding rod : E4303(J422);

2. Weld the joint of part 1 and part 3,steel pipe and part 2,part2 and part 4, part 3 and

part 4,part 4 and part 5,firmly together.

3. First，connect the reinforcing fabric with spot welding at the contact point，and put

it into the frame(part6,7,8).Then weld the angle steel frame firmly at the connect

point. Last,connect the reinforcingfabric and the frame with welding.

4. It is necessary to keep the dimensions 300x1220mm and to keep the same level of

the concrete surface as the frame when pouring.

5. Weld the part 9 and the part 10 firmly to the frame in order to fixing the part

1 and steel pipe.Weld part 10 to part 11 firmly.

6. The concrete strength is over c20.The allowable weight variation is 2%.

7. The weight should be printed at the two side of the top of the counter-weight;

8. All parts of the drawing are provided by user.

NOTICE


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4 Foundation drawings

4.1 The foundation drawing for the outrigger crane

Foundation drawing for the outrigger crane TC6520-10E is shown as Fig 4.1-1.Its

technical requirement are as follows.

(1) Excavate a trench to hard formation until the ground bearing pressure accords

with the value in the following table, and make the bottom level. And then backfill and

tamp 100mm gravel stratum. After making formwork or laying bricks for the side walls,

pour concrete into pre-made reinforced rod net. The concrete block surface should be

100mm higher than neighbouring ground for the drainage of storm water, then removal the

formwork and backfill the neighbouring ground with gravels.

(2) The depth of the concrete cover of the main reinforcement is 40mm. Fix the

embedded anchors on the locating reinforcement bar and make sure that the verticality

of the embedded anchors centrelines and horizontal plane is less than 1.5/1000. Concrete

filling rate around the embedded anchors must be over 95%.

(3) The concrete strength grade shall be no less than C35. The curing duration of

concrete is more than 15 days.

(4) If it is difficult to pass through the anchor, the main reinforcing rod can be turned

aside, but must not be reduced or cut off.

(5) NO.6 which must driven 1.5m into the ground. Not connected with the steel

reinforcement of the building foundations.

(6) The NO.10 is insulated copper cable with at least 16mm.

(7) The Foundation is used for TC6520-10E tower crane whose independent height is

65m。The base load is showed in the instruction book.

L(mm)Main reinforcement

AMain reinforcement

Ba(mm)

Earth bearing pressure (Mpa)

Concrete volume (m³)

Concrete weight(t)

Quantity of No.4

7000Lengthwise and

crosswise41-φ25Lengthwise and

crosswise41-φ256920 0.19 68.6 164 441

7500Lengthwise and


crosswise41-φ257420 0.15 78.75 189 441

8000Lengthwise and


crosswise41-φ257920 0.12 89.6 215 441

NOTICE


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Fig

4.1-

1a


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No Name Code Specification Qty Material

1

Main

reinforcement

A

φ25 82 HRB335

2Main

reinforcement Bφ25 82 HRB335

3

Locating

reinforcement

bar

φ25-2650 8 HRB335

4Reinforcement

barφ12-1520 441 HPB235

5 Concrete 1 C35

6 Earthing rods 1 welding

7 Bolt GB/T5783-2000 M12×40-8.8 1

8 Spring washer GB/T93-1987 12 1 65Mn

9 Nut GB/T6170-2000 M12-8 1

10 Earthing Cable 1

Fig 4.1-1b

Fig 4.1-1 The foundation drawing for the outrigger crane


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No Name Code Specification Qty Material

1 Concrete 4 C35

2 Rebar φ16-3080 60 HRB335

3 Rebar φ16-3080 60 HRB335

4 Bolt GB/T5782-2000 M24×300-8.8 16

5 Nut GB/T6170-2000 M24-8 32

6 Washer GB/T97.1-2002 24-200HV 16

7 Pallet t20 4 Q235B

8 Washer t20 16 Q235B

9 Earthing cable 1

10 Earthing rods 1 Weldment

11 Bolt GB/T5783-2000 M12×40-8.8 1

12 Spring washer GB/T93-1987 12 1 65Mn

13 Nut GB/T6170-2000 M12-8 1

Fig 4.2-1b

Fig 4.2-1 The foundation drawing for the chassis crane


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4.3 The foundation drawing for the travelling crane

Foundation drawing for the travelling crane TC6520-10E is shown as Fig 4.3-1.Its technical requirement

are as follows.

1. The ground foundation must be tamped solid, its bearing pressure must be larger than 0.2MPa;

2. During working, users should check the track on time : The distance error of 2 tracks is less than

±5mm;Track height error in the same section is less than 5mm; The longitudinal error of the track height is

less than 1/1000,The total height error is less than 10mm。

3. The joints of two tracks should be straggered upon 1500mm.

4. The buffer stop must be setted at the end of the track according to the specific situationof building

site, the buffer for the travel limit switch must be setted on the site shown in the drawing, travel limit test

should be done in advance to ensure its safety in the process of working.

5.Tracks should have the good ground connection .The earth resistance must be less than 4Ω.

6. The account in the specification sheet is counted base on the track which is as long as 100m.

7. The degree of finish of the machining face is 50 .The degree of finish of the machining hole is 12.5 .

8. The length of cable is the distance which from the fixed point to the further track end plus 15m.

9. Setting 4 anchoring boards outside of the rail track. The boards are used for fixing the crane when the

wind speed is higher;

10.Manufacturing and locating method of the board are showed in the drawing to the drawing, the

location of the equipment based on the practical situation ，the user can also take some other effective and

safe methods to anchor;

11.The main reinforcements on the drawing are twisted steel(HRB335),the hoop reinforcements are

twisted steel(HPB235).


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5 Calculation of the stationary foundation

5.1 Calculating the eccentricity

Fig5.1-1 Figure of foundation loads

As Fig 5.1-1 shown, conditions for crane stability are：

Eccentricity

Where

M is the foundation moment,

H is the foundation horizontal force,

V is the foundation vertical force,

G is the weight of foundation

*3

M H h LeV G+

= ≤+

H

V

M

e c

hL

L

G

T


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5.2 Calculating the ground pressure

Ground pressure must not exceed maximum allowable soil pressure!

Where

V is the foundation vertical force,

G is the weight of foundation,

σBp is the allowable soil pressure.

c =L2

e

σB = 2 (V+G)3 L c

σBp


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6 Selecting the mobile crane for erection

Select a proper mobile crane and slings in accordance with items shown in Table 6-1

Fig 6-1

Table 6-1 Components weight and its mounting height

No. Designation Weight（kg）Outrigger crane h(m)

Chassis crane h(m)

Travelling crane h(m)

1 Total Beam 2200 0.6 1.62 Semi-Beam 1060×2 0.6 1.63 Tie rod 140×4 0.6 1.64 Base Section Ⅰ&Ⅱ 3930 7.2 8.25 Tower Strut 420×4 5.1 6.16 Ballast 3900 3900×4 1.0 2.07 Ballast 4500 4500×20 4.5 5.58 Base Section 4120 8.09 Tower section L68B2+duct 1960+100 10.5 11.5

10 Tower section L68A1+duct 1620+100 11.3 11.8 12.811 Tower section L68A1+duct 1620+100 14.5 15.0 16.012 Climbing Frame 5500 22.0 22.5 23.513 Slewing Assembly 51500 17.1 17.6 18.614 Operator Cab 500 18.0 18.5 19.515 Slewing section 1460 20.6 21.1 22.116 Tower Head 1700 27.8 28.3 29.317 Counter Jib assembly 6850 19.2 19.7 20.718 First Counterweight 3000 22.7 23.2 24.219a 30m Jib assembly 3680 19.2 19.7 20.719b 35m Jib assembly 4110 19.2 19.7 20.719c 40m Jib assembly 4760 19.2 19.7 20.719d 45m Jib assembly 5190 19.2 19.7 20.719e 50m Jib assembly 5620 19.2 19.7 20.719f 55m Jib assembly 5850 19.2 19.7 20.7


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Table 6-1 Components weight and its mounting height

No. Designation Weight（kg）Outrigger crane h(m)

Chassis crane h(m)

Travelling crane h(m)

19g 60m Jib assembly 6280 19.2 19.7 20.719h 65m Jib assembly 6710 19.2 19.7 20.720a Remainder counterweight of 30 m Jib 2×3000+2×2000 16.7 23.2 24.220b Remainder counterweight of 35 m Jib 3×3000+1×2000 16.7 23.2 24.220c Remainder counterweight of 40 m Jib 4×3000+1×2000 16.7 23.2 24.220d Remainder counterweight of 45 m Jib 5×3000+1×2000 16.7 23.2 24.220e Remainder counterweight of 50 m Jib 5×3000+2×2000 16.7 23.2 24.220f Remainder counterweight of 55 m Jib 6×3000+1×2000 16.7 23.2 24.220g Remainder counterweight of 60 m Jib 7×3000 16.7 23.2 24.220h Remainder counterweight of 65 m Jib 6×3000+2×2000 16.7 23.2 24.2


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7 Preparing for the outrigger crane

7.1 Permissible distance between the outrigger crane and the building For the adjustment of the accrete-frame，the distance between outrigger crane and the building should be

reference to paragraph 4.1.

7.2 Install Embeded Support Pillars

Two method for the install of Embeded Support Pillars: use the allocation crib or the base section. Allocation crib is recommend . 7.2.1 Use the allocation crib

For the easy to construct, when the bar is baled to a given degree,4 Support Pillars should be assemblage to the allocation crib 、the allocation crib to the section with 16φ65×164/203 pin、8 φ65×164/203 pin and 8 4×32 cotter pin. Put the Embeded Support Pillars 、allocation crib and the section which are installed into the bar-mat reinforcement. see Fig7.2-1.

Fig 7.2-1 Set drawing of Support Pillars and allocation crib

(1) The allocation crib is apolegamic ,and it is suggested；elsereference paragraph 7.2.2 to install Support Pillars. (2) The number of bar around the Support Pillars could not be reduced. (3) When the Main reinforcement is hard to pass the Support Pillars, it is permited that the Main reinforcement can dodge.

Support Pillars

allocation crib

vertical line

≥1500

100

≥500

earthing

vertical

NOTICE


Prer

equi

site


7.2.2 Use the base section

For the easy to construct, when the bar is baled to a given degree,4 Support Pillars should be assemblage

to the allocation crib with 8φ65×164/203 pin、4 20×183.5/24 pin and 4 4×32 cotter pin. Put the

Embeded Support Pillars and the base section which are installed into the bar-mat reinforcement. see

Fig7.2-1.

Fig 7.2-2 Set drawing of Support Pillars and base section

1) If allocation crib is purchased, we should install the Embeded Support Pillars as

paragraph7.2.1。

(2) In order to that the building won’t influence the Dismantling, it is necessary to

posit the step to the proper direction.

(3)The number of bar around the Support Pillars could not be reduced.

(4) When the Main reinforcement is hard to pass the Support Pillars, it is permited

that the Main reinforcement can dodge。

Support Pillars

≥500 ≥1500

100

Sectionvertical

vertical line

step

earthing

NOTICE


Prer

equi

site


7.3 Cast concrete

Gently hoist the whole piece of anchors assembled with the base section as the fig 4.1-1a so that it is in a

vertical position before placing concrete.

（1）The concrete strength grade must not be lower than C35。

（2）Before casting concrete, Hang plumb lines along the center of base section to calibrate the

verticality of the center-line.

（3）Make sure horizontal plane is less than1.5/1000 and the flatness is less than 2mm.

（4）Concrete filling rate around the embedded anchors must be over 95%.

Documents

Zoomlion TC6520-10D Foundation 101114