structural analysis terex demax latice crane

7/29/2019 Structural Analysis Terex Demax Latice Crane

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Structural Analysis

CC 8800-1

HSSL 60.0 m


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1. Explanation of analysis method

A FORTRAN program system is used for the static calculation of the boo

A pre-processor program generates a finite element model of the cran

generates automatically the load cases and loads in accordance with DIN

The finite element program STAB88 (Technical University Munich)

forces, inner moments and the deflection in compliance with the geome

(equilibrium at the deformed system).

A post-processor program accesses on the STAB88 output and perform

analysis and the verification of stability.

2. Standards and specifications used

[1] DIN 15018 part 3

[2] DIN 18800, part 2, State of consultation November 1990


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3. Design loads

The loads acting on the structure are subdivided into main loads, additio

loads.

Main loads are:

- self weigths

- lifted loads

- dynamic effects arising from lifting and lowering

- inertia forces arising from drives

Additional loads are:

- wind loads

Special loads are:

- test loads

The above loads are grouped into load cases. For the calculation in

geometric non-linear theory, the loads are multiplied by the pa(DIN 15018 part 3 table 5).

Loads partial safety factors

Load case H Load case HZ

Self weigths 1,20 1.09

Liftet loads 1.35 1.20

Test loads - -


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4. General stress analysis

The general stress analysis against attaining the yield strength shall be ac

the load cases, in order to demonstrate that the limiting stresses in accord

part 3 will not be exceeded under the action of the loads multiplied

factors.

5. Verification of Stability

The verification of the required safety against buckling for chord an

according to DIN 15018, part 3 [1], by using the buckling curve acco

part 2 [2].


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6. Example

The calculation was made for the boom length 60 m. The load causes a m

deflection, stress and buckling.

Radius [m] Lifting capacity [t]

10 1541

Load case H

10 1541

Load case HZ

10 1541Load case HZ1 (rated load)


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Appendix A


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BEAM NUMBERS


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BOOM HEAD (BEAM NUMBERS)

BOOM FOOT (BEAM NUMBERS)


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NODE NUMBERS


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BOOM HEAD (NODE NUMBERS)

BOOM FOOT (NODE NUMBERS)


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PRESTAB_V6, Version V5.5h 22.11.2007:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::

: load control part 1 * 5.12.2007 8:51:56 *** 57545:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::

CC 8800-1 Projekt SSL 60 s_mr2615.09.2006 Zimmer

Control output of the variable input------------------------------------------1. radius = 9.82. loadcase =

3. rated load = 1541.04. reeving = 5. number of hoist lines back to the winch = 6. loads mass(n): ----------------------

node no. Radius[m] ----------------------

32 -24.000 Control output of the non variable input-----------------------------1. maximum torque = 480.02. minimum time of deceleration = 5.03. number of revolutions = 0.34. hoisting speed = 72.05. hoisting class = 6. node number of load = 7. windpressure on load = 60.08. counterweight = 220.09. distance between rotation axis/counterweight = 900.010.weight of superstructure = 36.811.distance between rotation axis/superstructure = 120.012.lateral inclination of boom system = 0.313.weight of hoist rope = 7.8

14.Guidance of hoist rope..........node numbers : 14, 13, 18, 26, 36

15.load factors : -----------------------------------load- | loads :case | dead lifted test a

-----------------------------------H | 1.20 1.35 0.00 1HZ | 1.09 1.20 0.00 1HS | 1.09 0.00 1.09 1HZ*1 | 1.00 1.00 0.00 1-----------------------------------

Control output of the results


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:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: load control part 2 * 5.12.2007 8:51:56 *** 57545

:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::

node masss and node loads / loadcase H--------------------------------------------------

node masss node loads---------------- -----------------------------

node - boom - lifted vertical horizontalno. loads acceleration

system Y X Z

-----------------------------------------------------------[t] [t] [kN] [kN] [kN]

===========================================================1 8.350 -- -98.88 6.75 0.04 02 13.000 -- -153.94 10.50 0.07 03 0.000 -- 0.00 0.00 0.00 04 0.000 -- 0.00 0.00 0.00 05 11.400 -- -134.99 9.21 0.07 06 16.550 -- -195.98 13.37 0.11 07 19.050 -- -225.58 15.39 0.16 0

8 14.150 -- -167.56 11.43 0.15 09 9.800 -- -116.05 7.92 0.11 0

10 13.600 -- -161.05 10.99 0.17 011 12.700 -- -150.39 10.26 0.19 012 5.700 -- -68.75 3.11 0.09 013 3.545 -- -44.41 0.58 0.04 014 23.822 1541.00 -21784.90 0.00 29.41 015 5.500 -- -67.19 -3.72 0.01 016 16.550 -- -202.66 -4.54 -0.08 017 4.400 -- -54.76 1.97 -0.03 0

18 1.150 -- -13.53 0.93 -0.01 019 10.330 -- -126.19 -6.99 -0.07 020 9.660 -- -118.00 -6.53 -0.19 021 7.730 -- -94.43 -5.23 -0.25 022 4.300 -- -52.53 -2.91 -0.18 023 6.800 -- -82.83 -0.80 -0.30 024 3.000 -- -36.70 -1.75 -0.14 025 2.000 -- -23.55 1.62 -0.09 026 2.000 -- -25.07 -0.53 -0.09 027 0.250 -- -3.11 0.11 -0.01 028 8.979 -- -108.36 -4.79 -0.45 029 5.500 -- -67.96 -3.07 -0.07 030 8.266 -- -101.29 -5.17 -0.23 031 0.000 -- 0.00 0.00 0.00 032 3.483 640.00 -6317.40 -2.82 -29.50 033 0.464 -- -5.64 -0.33 -0.01 034 0.000 -- 0.00 0.00 0.00 0


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:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::

CW-Value 1.60 [/]

beam- node- angle length weight windareano. numbers t.horiz

-----------------------------------------------------------[degr] [cm] [t] [qm/lfm]

===========================================================1 1 2 84.79 400.0 16.700 2.018

2 5 6 84.79 375.0 13.500 2.0833 2 3 174.79 137.5 0.000 0.0004 2 4 165.77 159.5 0.000 0.0005 2 5 84.79 225.0 9.300 2.2066 6 7 84.79 1200.0 19.600 1.9527 7 8 84.79 1200.0 18.500 1.9568 8 9 84.79 600.0 9.800 2.1029 9 10 84.79 600.0 9.800 2.10210 10 11 84.79 1200.0 17.400 1.95211 11 12 84.79 200.0 8.000 1.500

12 12 13 174.79 180.0 3.400 0.00013 12 14 -5.21 190.0 0.000 0.00014 15 16 123.50 685.0 11.000 1.25015 16 19 123.50 215.0 11.000 1.44016 16 17 -146.50 138.5 8.800 0.00017 16 18 89.95 114.0 2.300 0.00018 19 20 123.50 1200.0 9.660 1.43119 20 21 123.50 1200.0 9.660 1.43120 21 22 123.50 800.0 5.800 1.49021 22 23 123.50 274.0 2.800 1.505

22 23 24 123.50 416.0 2.800 1.23023 24 28 123.50 210.0 2.700 0.60024 23 25 89.37 125.6 4.000 0.00025 23 26 161.07 131.2 4.000 0.00026 24 27 -146.50 65.0 0.500 0.00027 29 30 136.49 1165.0 11.000 1.00028 31 32 -180.00 1300.0 0.000 0.00029 13 28 -151.93 3689.6 3.689 0.35030 30 33 -62.01 1031.4 0.928 0.35031 28 30 -70.94 3540.5 4.603 0.35032 28 32 -86.83 4337.9 6.966 0.45033 3 34 -124.53 387.0 0.000 0.00034 17 35 -99.46 495.5 0.000 0.000

===========================================================SUM : 228.206


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:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::

results of basic load determination :node loads without factors in STAB84-global-components

node loads in [ kN ] :no. node mass beam mass acceleration forces

Y Y Y X Z -----------------------------------------------------------1 0.00 -81.89 -0.410 4.497 0.018 0

2 0.00 -127.49 -0.638 7.001 0.032 03 0.00 0.00 0.000 0.000 0.000 04 0.00 0.00 0.000 0.000 0.000 05 0.00 -111.80 -0.560 6.140 0.030 06 0.00 -162.30 -0.813 8.913 0.048 07 0.00 -186.82 -0.935 10.260 0.073 08 0.00 -138.76 -0.695 7.621 0.067 09 0.00 -96.11 -0.481 5.278 0.051 010 0.00 -133.37 -0.668 7.325 0.077 011 0.00 -124.54 -0.624 6.840 0.084 0

12 0.00 -55.90 -1.112 2.071 0.038 013 0.00 -34.76 -1.796 0.386 0.019 014 0.00 -233.61 0.000 0.000 13.072 015 0.00 -53.94 -1.642 -2.480 0.006 016 0.00 -162.30 -5.268 -3.025 -0.036 017 0.00 -43.15 -1.984 1.313 -0.014 018 0.00 -11.28 -0.001 0.622 -0.003 019 0.00 -101.30 -3.084 -4.658 -0.033 020 0.00 -94.73 -2.884 -4.356 -0.085 021 0.00 -75.81 -2.308 -3.486 -0.112 0

22 0.00 -42.17 -1.284 -1.939 -0.078 023 0.00 -66.69 -1.871 -0.532 -0.132 024 0.00 -29.42 -0.934 -1.165 -0.064 025 0.00 -19.61 -0.012 1.082 -0.039 026 0.00 -19.61 -1.023 -0.351 -0.041 027 0.00 -2.45 -0.113 0.075 -0.005 028 0.00 -88.06 -1.794 -3.196 -0.201 029 0.00 -53.94 -2.157 -2.048 -0.030 030 0.00 -81.06 -2.681 -3.446 -0.104 031 0.00 0.00 0.000 0.000 0.000 032 0.00 -34.16 -0.104 -1.881 -13.112 033 0.00 -4.55 -0.118 -0.222 -0.004 034 0.00 0.00 0.000 0.000 0.000 035 0.00 0.00 0.000 0.000 0.000 0

-----------------------------------------------------------SUM : 0.00 -2471.55 -37.991 36.638 -0.282 0


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%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%% %

% E I N Z E L S T A B - A N A L Y S I S %% =================================== %% ( 5.12.2007 8:51:57) %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%% %% CC 8800-1 Projekt SSL 60 s_mr26 %% 15.09.2006 Zimmer %% **************************************** %% E I N G A B E K O N T R O L L E : %% crane part 4 declin. 180.000 [deg]%

% crane part 2 radius -26.400 [m] %% crane part 1 radius 9.840 [m] %% loadcase H nom. load 1541.000 [t] %% reeving 25 %% node num. 32 add. mass 640.000 [t] %% **************************************** %% F R E I E T E X T E I N G A B E : %% variante 1 , superlift %% **************************************** %% * 5.12.2007 8:51:56 *** 575457564857 * %

% %%%%%%%%%%%% Version 5.0g vom 18.06.2007 %%%%

number of beams 34number of nodes 35

beam node length Ndiag section no. sectionnumber KA KE (cm) Stab84 Einzel

( 1) 1 2 399.99 2 1 1 tapered( 2) 5 6 374.99 2 2 2 standar( 3) 2 3 137.50 0 3 0 -------( 4) 2 4 159.47 0 4 0 -------( 5) 2 5 224.99 1 5 3 standar( 6) 6 7 1199.98 7 6 4 standar( 7) 7 8 1200.00 7 7 5 standar( 8) 8 9 600.01 4 8 6 standar( 9) 9 10 600.02 4 9 6 standar( 10) 10 11 1200.07 7 10 7 standar( 11) 11 12 200.01 0 11 0 -------( 12) 12 13 180.00 0 12 0 -------( 13) 12 14 190.00 0 13 0 -------( 14) 15 16 684.99 6 14 8 tapered( 15) 16 19 215.00 1 15 9 standar( 16) 16 17 138.50 0 16 0 -------( 17) 16 18 113.99 0 17 0 -------


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SECTION PROPERTIES=================================

section type : standard lattice mast [cm,kN]=====================================

( 2) /berechnung/stab84/gerdaten/cc8800-1/teile/fussha3227CC8800-1 17.03.2006 W.Zim. HA-Fu 3.75m paral. Teil Nr.2 R2

LV LW field length cantilev-A cantil275.0 320.0 330.3 0.0 3

upp. chord low. chord upp. diags low. diapipe 29.85*4.50 29.85*4.50 17.78*0.71 17.78*0.

Beta-S/limit 67.0/ 60.3 67.0/ 60.3 69.0/ 62.1 69.0/ 62area 358.38 358.38 38.08 42.

----------------------------------------------------------( 3) /berechnung/stab84/gerdaten/cc8800-1/teile/fussha3227CC8800-1 17.03.2006 W.Zim. HA-Fu 2.25m paral. Teil Nr.1 R2

LV LW field length cantilev-A cantil

275.0 320.0 441.0 0.0


Beta-S/limit 67.0/ 60.3 67.0/ 60.3 69.0/ 62.1 69.0/ 62area 358.38 358.38 38.08 42.

----------------------------------------------------------( 4) /berechnung/stab84/gerdaten/cc8800-1/teile/3227-45-12CC8800-1 16.03.2006 W.Zim. Projekt ZW 12m 3227-45 3.5 Felder



Beta-S/limit 67.0/ 60.3 67.0/ 60.3 69.0/ 62.1 69.0/ 62area 358.38 358.38 38.08 42.

----------------------------------------------------------( 5) /berechnung/stab84/gerdaten/cc8800-1/teile/3227-40-12

CC8800-1 12.9.2006 W.Zim. Entwurf ZW 12m 3227-40 3.5 FelderLV LW field length cantilev-A cantil275.0 320.0 314.7 38.0 3


Beta-S/limit 70.0/ 63.0 70.0/ 63.0 69.0/ 62.1 69.0/ 62


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Beta-S/limit 70.0/ 63.0 70.0/ 63.0 69.0/ 62.1 69.0/ 62area 296.88 296.88 38.08 42.

----------------------------------------------------------( 9) /berechnung/stab84/gerdaten/cc8800-1/teile/fussma2621CC8800-1 06.04.2006 W.Zim. Mastfu 5.90 paralleler Teil 2621


210.0 260.0 421.4 0.0 2


Beta-S/limit 65.0/ 58.5 65.0/ 58.5 46.0/ 41.4 46.0/ 41area 178.22 178.22 20.11 20.

----------------------------------------------------------( 10) /berechnung/stab84/gerdaten/cc8800-1/teile/2621-30-12CC8800-1 08.12.2005 W.Zim. ZW 12m 2621-30 4 Felder 2621-30



Beta-S/limit 65.0/ 58.5 65.0/ 58.5 46.0/ 41.4 46.0/ 41area 178.22 178.22 20.11 20.


CC8800-1 08.12.2005 W.Zim. ZW 8m 2621-22.2 3.0 Felder 2621-2LV LW field length cantilev-A cantil210.0 260.0 245.0 25.0 2


Beta-S/limit 70.0/ 63.0 70.0/ 63.0 46.0/ 41.4 46.0/ 41area 137.32 137.32 20.11 20.

----------------------------------------------------------

( 12) /berechnung/stab84/gerdaten/cc8800-1/teile/spima2621-CC8800-1 06.04.2006 W.Zim. Mastspitze paralleler Teil 2.75m

LV LW field length cantilev-A cantil210.0 260.0 244.0 25.0



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section type : tapered part (o.ae.) [cm,kN]========================================

( 1) /berechnung/stab84/gerdaten/cc8800-1/teile/fussha3227CC8800-1 17.03.2006 W.Zim. HA-foot 4.0m konischer Teil R298.

LVA LVE LWA LWE field length cantil35.0 275.0 320.0 320.0 345.0 0.0


Beta-S/limit 67.0/ 60.3 67.0/ 60.3 69.0/ 62.1 69.0/ 62

area 358.38 358.38 38.08 42.

----------------------------------------------------------( 8) /berechnung/stab84/gerdaten/cc8800-1/teile/fussma2621CC8800-1 06.04.2006 W.Zim. Mastfu 4.6m konischer Teil 2621-



Beta-S/limit 65.0/ 58.5 65.0/ 58.5 46.0/ 41.4 46.0/ 41area 178.22 178.22 20.11 20.

----------------------------------------------------------( 13) /berechnung/stab84/gerdaten/cc8800-1/teile/spima2621-CC8800-1 06.04.2006 W.Zim. Mastspitze 4.16m 2.0 Feld 2621-22


upp. chord low. chord upp. diags low. dia

pipe 21.91*2.22 21.91*2.22 13.30*0.50 13.30*0.Beta-S/limit 70.0/ 63.0 70.0/ 63.0 46.0/ 41.4 46.0/ 41

area 137.32 137.32 20.11 20.

----------------------------------------------------------


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NODE DISPLACEMENTS :======================

NODE X Y ZNUMBER (CM) (CM) (CM)

( 1) 0.00 0.00 0.00( 2) -1.32 -0.34 8.24( 3) -1.34 -0.50 7.81( 4) -1.42 -0.73 8.29( 5) -2.22 -0.54 13.55( 6) -3.67 -0.91 23.49

( 7) -7.06 -2.52 63.85( 8) -6.31 -5.31 116.43( 9) -3.42 -7.30 146.81( 10) 1.72 -9.70 179.41( 11) 19.93 -15.70 248.59( 12) 26.09 -18.57 263.23( 13) 26.95 -13.48 250.67( 14) 18.55 -56.45 276.38( 15) 0.00 0.00 0.00( 16) 6.42 3.81 1.33

( 17) 5.77 4.82 1.30( 18) 7.23 3.82 1.62( 19) 7.74 4.52 2.07( 20) 12.77 6.93 9.25( 21) 15.48 7.71 20.76( 22) 16.58 7.52 30.28( 23) 16.84 7.37 33.78( 24) 17.30 7.26 39.23( 25) 16.92 7.34 35.03( 26) 16.73 6.93 35.02

( 27) 17.27 7.29 39.23( 28) 17.56 7.22 42.01( 29) 0.00 0.00 0.00( 30) 1.49 1.54 0.46( 31) 0.00 0.00 0.00( 32) -0.10 0.11 4.84( 33) 0.00 0.00 0.00( 34) 0.00 0.00 0.00( 35) 0.00 0.00 0.00


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BEARING FORCES=================================================

node X (KN) Y (KN) number XX (KN*cm) YY (KN*cm)

( 1) 2494.3242 25012.6895 -6509702.0000 803591.8750

( 15) -4077.6113 4999.9277 -791196.2500 -509034.4062

( 29) -95.7696 162.1747 -5868.1787 -6159.3008

( 31) 301.4645 0.2236 -5.2385 -47062.4336

( 33) 298.2805 -557.6107 0.0000 0.0000

( 34) 452.0176 659.8839

0.0000 0.0000

( 35) 139.1291 787.8088 0.0000 0.0000

INNER FORCES AND MOMENTS=========================================

1) foot main boom==================

beam PU ( KN ) MU(KNcm) QV ( KN ) Qnumber MAV(KNcm) MEV(KNcm) MAW(KNcm) M

( 1) -25035.67 -230404.25 309.43 6555095.00 -6421351.00 0.00 -1

( 2) -25443.28 -234405.33 757.22

6326841.00 -6140894.00 231140.98 -5

( 3) -391.09 0.00 -697.83 -851.65 -0.66 95950.82

( 4) 0.00 0.00 0.01 -0.77 -0.77 -0.51


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( 8) -24836.33 -236926.42 589.20 3975367.00 -3199237.50 2366885.50 -27

( 9) -24716.30 -238535.81 501.46 3184231.75 -2331916.75 2737382.25 -30

( 10) -24552.85 -237034.14 346.86 2307841.00 -470284.78 3056413.75 -34

3) head main boom==================


( 11) -24383.05 -285642.66 -79.51 421996.28 -40571.57 3474981.00 -34

( 12) 1889.73 0.19 2835.33 23342.01 -0.38 -510652.62

( 13) 5456.94 -19.31 -20888.77

227508.97 -40.34 3975483.50

4) Superliftmast=============


( 14) -6358.04 -2038.80 -750.11 940806.50 -847418.00 0.00 5

( 15) -8207.62 -454.73 219.91 842313.56 -820891.25 -546264.31 4

( 16) -517.65 0.00 -537.85 -872.10 0.05 74489.03

( 17) 1529.93 0.00 366.16 5983.04 -0.02 -41743.02

( 18) -8104.84 -121.66 163.74 820925.19 -658855.75 -499002.78 3

( 19) -8008.11 764.09 112.28 658832.25 -420946.81 -302664.25 1

( 20) -7930.78 1229.13 65.62


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( 26) 1.62 0.00 2.66 2.72 0.01 -172.75

5) A-frame========


( 27) -136.51 0.00 0.00 8507.31 -0.06 0.00

6) misc. parts==================


( 28) 301.60 0.02 0.00 47063.55 2.43 0.00

( 33) -800.00 0.00 0.00

0.00 0.00 0.00

( 34) -800.00 0.00 0.00 0.00 0.00 0.00

7) ropes=========


( 30) 637.21 0.00 0.00 0.00 0.00 0.00

( 32) 5844.22 0.00 0.00 0.00 0.00 0.00

8) ropes=========


( 29) 3281.79 0.00 0.00 0.00 0.00 0.00

( 31) 602.51 0.00 0.00


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G E N E R A L S T R E S S - A N A L Y S I S===================================================

stress = force in pipe/areasafety = stress/calculated stress limit

safety = 88.888 --> force in pipe = 0.00 or pressursafety = 99.999 --> safety > 100.0

stresses [KN/cm**2] and safeties (section type

===============================================

beam upper chord | upper chord | lower chord (min) | (max) | (min)

| | 1 -44.24 1.363 | 9.19 6.565 | -50.44 1.196 2 -44.33 1.360 | 11.27 5.350 | -47.87 1.260 5 -45.89 1.314 | 10.28 5.865 | -47.89 1.259 6 -41.55 1.451 | 11.90 5.065 | -50.23 1.201 7 -35.83 1.759 | 14.41 4.373 | -54.41 1.158

8 -26.95 2.337 | 14.29 4.408 | -57.49 1.096 9 -20.34 3.098 | 12.42 5.071 | -55.43 1.137

10 -13.43 4.692 | 9.69 6.500 | -52.72 1.195 14 -14.04 4.167 | 7.36 7.951 | -25.13 2.328 15 -13.87 4.218 | 4.67 12.539 | -27.70 2.112 18 -14.51 4.032 | 3.95 14.828 | -26.68 2.192 19 -14.51 4.032 | -0.38 99.999 | -22.07 2.650 20 -17.55 3.590 | -6.05 10.418 | -22.81 2.762 21 -15.60 4.040 | -9.63 6.544 | -19.07 3.303 22 -14.04 4.486 | -9.90 6.367 | -12.50 5.041

beam diagonals | diagonals | diagonalsupper(min) | lower (min) | vertical(min)

| |1 2.81 22.121 | -6.86 9.053 | -5.49 11.3212 -3.38 18.365 | -16.16 3.843 | -24.64 2.5205 4.96 12.513 | 16.33 3.802 | 1.73 35.8216 0.00 99.999 | -18.79 3.304 | -24.15 2.5717 -5.00 12.424 | -23.28 2.667 | -23.13 2.6858 -7.99 7.774 | -25.66 2.420 | -20.96 2.963

9 -9.72 6.388 | -27.33 2.272 | -19.77 3.14110 -11.76 5.279 | -29.69 2.091 | -18.23 3.40614 -3.71 11.153 | -3.67 11.292 | -5.35 7.74515 3.12 13.254 | -3.02 13.717 | -3.28 12.61218 -3.85 10.745 | -3.83 10.818 | -4.95 8.36119 -5.55 7.453 | -5.72 7.240 | -3.49 11.86020 -6.58 6.289 | -6.84 6.054 | -2.06 20.052


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- A N A L Y S I S O F B U C K L I N G -===================================================

analysis: "buckling stress" = Sigma/KappaKappa Lambdaquer < 0.2safety = 88.888 --> force in pipe = 0.00safety = 99.999 --> safety > 100.0safety = 111.111 --> tension, no buckling

diagonals : buckling length sk = 0.8 * length

buckling stresses [KN/cm**2] and safeties (section buckling curve "a", Alpha = 0.170===================================================

beam upper chord | lower chord|

1 52.52 1.148 | 60.30 1.000

2 51.01 1.182 | 55.09 1.0955 48.66 1.239 | 50.78 1.1886 47.13 1.279 | 56.97 1.0587 40.71 1.548 | 61.82 1.0198 29.20 2.158 | 62.28 1.0129 22.03 2.860 | 60.04 1.04910 15.20 4.144 | 59.69 1.05614 15.57 3.756 | 27.87 2.09915 15.28 3.829 | 30.52 1.91718 17.49 3.345 | 32.16 1.819

19 17.49 3.345 | 26.61 2.19920 20.10 3.134 | 26.13 2.41121 17.84 3.531 | 21.82 2.88722 15.43 4.084 | 13.73 4.589

beam diagonals | diagonals | diagoupper | lower | ve

| |1 2.81 111.111 | 9.59 6.475 | 6.542 4.53 13.715 | 21.61 2.874 | 30.69

5 4.96 111.111 | 16.33 111.111 | 1.736 0.00 99.999 | 24.94 2.490 | 29.887 6.64 9.347 | 30.89 2.010 | 28.618 10.37 5.990 | 33.23 1.869 | 25.399 12.62 4.922 | 35.40 1.754 | 23.9410 15.63 3.972 | 39.40 1.576 | 22.5614 4.49 9.213 | 4.44 9.327 | 5.53


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CC 8800-1

S U M M A R Y O F B O O M S Y S T E M===================================================

section type 1 + 2=====================

upper chords lower chords min max min max upper

Sigma -45.89 14.41 -57.49 -28.17 -11.76 -safety 1.314 4.373 1.096 2.237 5.279 beamnunber ( 5) ( 7) ( 8) ( 10) ( 10)

Sigma/Kappa 52.52 60.30 15.63 safety 1.148 1.000 3.972 beamnunber ( 1) ( 1) ( 10)

minimum safety of boom system===================================

1.000 decisive : buckling (beam-/node


27/163

CC 8800-1

Appendix B


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CC 8800-1


29/163

CC 8800-1

PRESTAB_V6, Version V5.5h 22.11.2007:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::

: load control part 1 * 5.12.2007 8:51:57 *** 49565:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::


Control output of the variable input------------------------------------------1. radius = 9.82. loadcase =

3. rated load = 1541.04. reeving = 5. number of hoist lines back to the winch = 6. loads mass(n): ----------------------

node no. Radius[m] ----------------------

32 -24.000 Control output of the non variable input-----------------------------1. maximum torque = 480.0

2. minimum time of deceleration = 5.03. number of revolutions = 0.34. hoisting speed = 72.05. hoisting class = 6. node number of load = 7. windpressure on load = 60.08. counterweight = 220.09. distance between rotation axis/counterweight = 900.010.weight of superstructure = 36.811.distance between rotation axis/superstructure = 120.0

12.lateral inclination of boom system = 0.313.weight of hoist rope = 7.8


15.load factors : -----------------------------------load- | loads :case | dead lifted test a-----------------------------------H | 1.20 1.35 0.00 1HZ | 1.09 1.20 0.00 1HS | 1.09 0.00 1.09 1HZ*1 | 1.00 1.00 0.00 1-----------------------------------

C t l t t f th lt

CC


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CC 8800-1


:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::

node masss and node loads / loadcase HZ--------------------------------------------------



system Y X Z

-----------------------------------------------------------[t] [t] [kN] [kN] [kN] ===========================================================

1 8.350 -- -89.81 6.07 0.04 02 13.000 -- -139.82 9.45 0.06 03 0.000 -- 0.00 0.00 0.00 04 0.000 -- 0.00 0.00 0.00 05 11.400 -- -122.61 8.29 0.06 06 16.550 -- -178.00 12.03 0.10 07 19.050 -- -204.89 13.85 0.15 0

8 14.150 -- -152.19 10.29 0.14 09 9.800 -- -105.40 7.13 0.10 0

10 13.600 -- -146.28 9.89 0.16 011 12.700 -- -136.60 9.23 0.17 012 5.700 -- -62.43 2.80 0.08 013 3.545 -- -40.31 0.52 0.04 014 23.822 1541.00 -19369.81 0.00 26.47 015 5.500 -- -61.01 -3.35 0.01 016 16.550 -- -184.02 -4.08 -0.07 017 4.400 -- -49.71 1.77 -0.03 0

18 1.150 -- -12.29 0.84 -0.01 019 10.330 -- -114.58 -6.29 -0.07 020 9.660 -- -107.15 -5.88 -0.17 021 7.730 -- -85.74 -4.71 -0.23 022 4.300 -- -47.70 -2.62 -0.16 023 6.800 -- -75.21 -0.72 -0.27 024 3.000 -- -33.33 -1.57 -0.13 025 2.000 -- -21.39 1.46 -0.08 026 2.000 -- -22.76 -0.47 -0.08 027 0.250 -- -2.82 0.10 -0.01 0

28 8.979 -- -98.40 -4.32 -0.41 029 5.500 -- -61.70 -2.76 -0.06 030 8.266 -- -91.97 -4.65 -0.21 031 0.000 -- 0.00 0.00 0.00 032 3.483 640.00 -6313.63 -2.54 -26.55 033 0.464 -- -5.12 -0.30 -0.01 034 0.000 -- 0.00 0.00 0.00 0

CC 8800 1


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CC 8800-1

:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: load control part 3 * 5.12.2007 8:51:57 *** 49565:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::

CW-Value 1.60 [/]


-----------------------------------------------------------[degr] [cm] [t] [qm/lfm]

===========================================================1 1 2 84.79 400.0 16.700 2.018

2 5 6 84.79 375.0 13.500 2.0833 2 3 174.79 137.5 0.000 0.0004 2 4 165.77 159.5 0.000 0.0005 2 5 84.79 225.0 9.300 2.2066 6 7 84.79 1200.0 19.600 1.9527 7 8 84.79 1200.0 18.500 1.9568 8 9 84.79 600.0 9.800 2.1029 9 10 84.79 600.0 9.800 2.10210 10 11 84.79 1200.0 17.400 1.95211 11 12 84.79 200.0 8.000 1.500

12 12 13 174.79 180.0 3.400 0.00013 12 14 -5.21 190.0 0.000 0.00014 15 16 123.50 685.0 11.000 1.25015 16 19 123.50 215.0 11.000 1.44016 16 17 -146.50 138.5 8.800 0.00017 16 18 89.95 114.0 2.300 0.00018 19 20 123.50 1200.0 9.660 1.43119 20 21 123.50 1200.0 9.660 1.43120 21 22 123.50 800.0 5.800 1.49021 22 23 123.50 274.0 2.800 1.505

22 23 24 123.50 416.0 2.800 1.23023 24 28 123.50 210.0 2.700 0.60024 23 25 89.37 125.6 4.000 0.00025 23 26 161.07 131.2 4.000 0.00026 24 27 -146.50 65.0 0.500 0.00027 29 30 136.49 1165.0 11.000 1.00028 31 32 -180.00 1300.0 0.000 0.00029 13 28 -151.93 3689.6 3.689 0.35030 30 33 -62.01 1031.4 0.928 0.35031 28 30 -70.94 3540.5 4.603 0.350

32 28 32 -86.83 4337.9 6.966 0.45033 3 34 -124.53 387.0 0.000 0.00034 17 35 -99.46 495.5 0.000 0.000

===========================================================SUM : 228.206

CC 8800 1


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CC 8800-1




Y Y Y X Z -----------------------------------------------------------1 0.00 -81.89 -0.410 4.497 0.018 0

2 0.00 -127.49 -0.638 7.001 0.032 03 0.00 0.00 0.000 0.000 0.000 04 0.00 0.00 0.000 0.000 0.000 05 0.00 -111.80 -0.560 6.140 0.030 06 0.00 -162.30 -0.813 8.913 0.048 07 0.00 -186.82 -0.935 10.260 0.073 08 0.00 -138.76 -0.695 7.621 0.067 09 0.00 -96.11 -0.481 5.278 0.051 010 0.00 -133.37 -0.668 7.325 0.077 011 0.00 -124.54 -0.624 6.840 0.084 0

12 0.00 -55.90 -1.112 2.071 0.038 013 0.00 -34.76 -1.796 0.386 0.019 014 0.00 -233.61 0.000 0.000 13.072 015 0.00 -53.94 -1.642 -2.480 0.006 016 0.00 -162.30 -5.268 -3.025 -0.036 017 0.00 -43.15 -1.984 1.313 -0.014 018 0.00 -11.28 -0.001 0.622 -0.003 019 0.00 -101.30 -3.084 -4.658 -0.033 020 0.00 -94.73 -2.884 -4.356 -0.085 021 0.00 -75.81 -2.308 -3.486 -0.112 0

22 0.00 -42.17 -1.284 -1.939 -0.078 023 0.00 -66.69 -1.871 -0.532 -0.132 024 0.00 -29.42 -0.934 -1.165 -0.064 025 0.00 -19.61 -0.012 1.082 -0.039 026 0.00 -19.61 -1.023 -0.351 -0.041 027 0.00 -2.45 -0.113 0.075 -0.005 028 0.00 -88.06 -1.794 -3.196 -0.201 029 0.00 -53.94 -2.157 -2.048 -0.030 030 0.00 -81.06 -2.681 -3.446 -0.104 031 0.00 0.00 0.000 0.000 0.000 0

32 0.00 -34.16 -0.104 -1.881 -13.112 033 0.00 -4.55 -0.118 -0.222 -0.004 034 0.00 0.00 0.000 0.000 0.000 035 0.00 0.00 0.000 0.000 0.000 0

-----------------------------------------------------------SUM : 0.00 -2471.55 -37.991 36.638 -0.282 0

CC 8800 1


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CC 8800-1

%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%% %% E I N Z E L S T A B - A N A L Y S I S %% =================================== %% ( 5.12.2007 8:51:58) %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%% %% CC 8800-1 Projekt SSL 60 s_mr26 %% 15.09.2006 Zimmer %% **************************************** %% E I N G A B E K O N T R O L L E : %% crane part 4 declin. 180.000 [deg]%

% crane part 2 radius -26.400 [m] %% crane part 1 radius 9.840 [m] %% loadcase HZ nom. load 1541.000 [t] %% reeving 25 %% node num. 32 add. mass 640.000 [t] %% **************************************** %% F R E I E T E X T E I N G A B E : %% variante 1 , superlift %% **************************************** %% * 5.12.2007 8:51:57 *** 495657565748 * %

% %%%%%%%%%%%% Version 5.0g vom 18.06.2007 %%%%



( 1) 1 2 399.99 2 1 1 tapered( 2) 5 6 374.99 2 2 2 standar( 3) 2 3 137.50 0 3 0 -------( 4) 2 4 159.47 0 4 0 -------( 5) 2 5 224.99 1 5 3 standar( 6) 6 7 1199.98 7 6 4 standar( 7) 7 8 1200.00 7 7 5 standar( 8) 8 9 600.01 4 8 6 standar( 9) 9 10 600.02 4 9 6 standar( 10) 10 11 1200.07 7 10 7 standar

( 11) 11 12 200.01 0 11 0 -------( 12) 12 13 180.00 0 12 0 -------( 13) 12 14 190.00 0 13 0 -------( 14) 15 16 684.99 6 14 8 tapered( 15) 16 19 215.00 1 15 9 standar( 16) 16 17 138.50 0 16 0 -------( 17) 16 18 113.99 0 17 0 -------

CC 8800-1


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CC 8800 1






Beta-S/limit 67.0/ 60.3 67.0/ 60.3 69.0/ 62.1 69.0/ 62area 358.38 358.38 38.08 42.



275.0 320.0 441.0 0.0


Beta-S/limit 67.0/ 60.3 67.0/ 60.3 69.0/ 62.1 69.0/ 62area 358.38 358.38 38.08 42.




Beta-S/limit 67.0/ 60.3 67.0/ 60.3 69.0/ 62.1 69.0/ 62area 358.38 358.38 38.08 42.


CC8800-1 12.9.2006 W.Zim. Entwurf ZW 12m 3227-40 3.5 FelderLV LW field length cantilev-A cantil275.0 320.0 314.7 38.0 3


Beta-S/limit 70.0/ 63.0 70.0/ 63.0 69.0/ 62.1 69.0/ 62

CC 8800-1


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CC 8800 1



Beta-S/limit 70.0/ 63.0 70.0/ 63.0 69.0/ 62.1 69.0/ 62area 296.88 296.88 38.08 42.




Beta-S/limit 65.0/ 58.5 65.0/ 58.5 46.0/ 41.4 46.0/ 41area 178.22 178.22 20.11 20.




Beta-S/limit 65.0/ 58.5 65.0/ 58.5 46.0/ 41.4 46.0/ 41area 178.22 178.22 20.11 20.


CC8800-1 08.12.2005 W.Zim. ZW 8m 2621-22.2 3.0 Felder 2621-2LV LW field length cantilev-A cantil210.0 260.0 245.0 25.0 2


Beta-S/limit 70.0/ 63.0 70.0/ 63.0 46.0/ 41.4 46.0/ 41area 137.32 137.32 20.11 20.

----------------------------------------------------------

( 12) /berechnung/stab84/gerdaten/cc8800-1/teile/spima2621-CC8800-1 06.04.2006 W.Zim. Mastspitze paralleler Teil 2.75m



CC 8800-1


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CC





Beta-S/limit 67.0/ 60.3 67.0/ 60.3 69.0/ 62.1 69.0/ 62area 358.38 358.38 38.08 42.




Beta-S/limit 65.0/ 58.5 65.0/ 58.5 46.0/ 41.4 46.0/ 41area 178.22 178.22 20.11 20.




pipe 21.91*2.22 21.91*2.22 13.30*0.50 13.30*0.Beta-S/limit 70.0/ 63.0 70.0/ 63.0 46.0/ 41.4 46.0/ 41area 137.32 137.32 20.11 20.

----------------------------------------------------------

CC 8800-1


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( 1) 0.00 0.00 0.00( 2) -1.04 -0.33 8.46( 3) -1.05 -0.43 8.04( 4) -1.12 -0.64 8.53( 5) -1.79 -0.52 13.90( 6) -3.00 -0.88 24.05( 7) -5.89 -2.43 65.01( 8) -5.34 -5.08 117.93( 9) -2.94 -6.95 148.34( 10) 1.40 -9.20 180.87( 11) 16.99 -14.75 249.67( 12) 22.25 -17.32 264.04( 13) 23.06 -12.76 251.63( 14) 15.82 -51.22 277.27( 15) 0.00 0.00 0.00( 16) 5.96 3.56 1.26

( 17) 5.35 4.50 1.23( 18) 6.71 3.57 1.54( 19) 7.17 4.22 1.96( 20) 11.69 6.39 8.63( 21) 13.97 6.99 19.22( 22) 14.79 6.72 27.94( 23) 14.97 6.55 31.13( 24) 15.28 6.39 36.11( 25) 15.01 6.53 32.28( 26) 14.85 6.14 32.26

( 27) 15.27 6.41 36.11( 28) 15.46 6.33 38.66( 29) 0.00 0.00 0.00( 30) 1.28 1.32 0.47( 31) 0.00 0.00 0.00( 32) -0.09 0.03 2.83( 33) 0.00 0.00 0.00( 34) 0.00 0.00 0.00( 35) 0.00 0.00 0.00

CC 8800-1


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BEARING FORCES=================================================


( 1) 2160.7771 22195.8594 -6622024.0000 815562.2500

( 15) -3635.7307 4375.3892 -737769.5000 -475137.4375

( 29) -78.7201 139.3425 -6003.1689 -6304.3428

( 31) 270.4721 0.1399 -1.0185 -27507.2070

( 33) 255.6697 -477.3058 0.0000 0.0000

( 34) 452.3451 659.6484

0.0000 0.0000

( 35) 138.5744 787.9066 0.0000 0.0000


1) foot main boom==================


( 1) -22206.39 -227819.59 206.80 6668152.00 -6486338.50 0.00 -

( 2) -22640.06 -232118.45 650.56

6367183.50 -6143487.00 166874.84 -4

( 3) -391.13 0.00 -697.85 -816.05 -0.04 95952.35

( 4) 0.01 0.00 -0.02 -0.03 -0.02 1.26

CC 8800-1


39/163

( 8) -22086.31 -234412.59 531.54 3863714.50 -3091433.00 2041549.12 -23

( 9) -21977.23 -235873.92 465.14 3078351.75 -2241217.50 2377196.75 -26

( 10) -21828.98 -234703.34 346.23 2219990.00 -433918.09 2674154.00 -30

3) head main boom==================


( 11) -21673.12 -274693.44 20.23 391297.78 -32320.87 3091899.75 -30

( 12) 1681.43 0.05 2506.68 19635.95 -0.34 -451456.78

( 13) 4455.55 -1.44 -18674.00

227875.14 -16.83 3552888.50



( 14) -5599.19 -2168.90 -710.15 877534.31 -784123.88 0.00 4

( 15) -7304.07 -661.74 208.52 779605.56 -757489.12 -524177.09 4

( 16) -520.14 0.00 -542.26 -879.97 0.00 75100.71

( 17) 1359.76 0.00 325.50 5303.72 0.00 -37107.09

( 18) -7210.75 -307.01 156.54 757504.31 -599507.31 -479350.22 2

( 19) -7122.97 578.19 108.89 599501.12 -379321.03 -291613.78 1

( 20) -7052.82 1031.59 66.03

CC 8800-1


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( 26) 1.47 0.00 2.41 2.32 0.01 -156.76

5) A-frame========


( 27) -112.51 0.00 0.00 8705.44 0.00 0.00

6) misc. parts==================


( 28) 270.52 0.00 0.00 27507.86 0.21 0.00

( 33) -800.00 0.00 0.00 0.00 0.00 0.00

( 34) -800.00 0.00 0.00 0.00 0.00 0.00

7) ropes=========


( 30) 545.86 0.00 0.00 0.00 0.00 0.00

( 32) 5205.17 0.00 0.00 0.00 0.00 0.00

8) ropes=========


( 29) 2914.47 0.00 0.00 0.00 0.00 0.00

( 31) 524.87 0.00 0.00

CC 8800-1


41/163




stresses [KN/cm**2] and safeties (section type ===============================================


| | 1 -42.83 1.408 | 11.38 5.301 | -48.45 1.245 2 -42.80 1.409 | 12.83 4.699 | -45.67 1.320 5 -44.31 1.361 | 12.21 4.938 | -45.88 1.314 6 -40.09 1.504 | 13.26 4.549 | -46.87 1.287 7 -34.55 1.824 | 14.81 4.255 | -50.54 1.247 8 -26.04 2.419 | 13.99 4.503 | -52.54 1.199 9 -19.69 3.200 | 11.95 5.274 | -50.32 1.252

10 -13.04 4.830 | 9.19 6.855 | -47.61 1.323 14 -12.55 4.662 | 7.41 7.897 | -23.01 2.543 15 -12.19 4.798 | 4.95 11.811 | -25.45 2.298 18 -12.77 4.581 | 4.26 13.743 | -24.49 2.389 19 -12.77 4.582 | 0.09 99.999 | -20.07 2.915 20 -15.49 4.067 | -5.11 12.319 | -20.55 3.065 21 -13.82 4.560 | -8.44 7.461 | -17.08 3.689 22 -12.44 5.064 | -8.72 7.229 | -11.19 5.629


| |1 4.72 13.156 | -8.52 7.291 | -5.11 12.1532 -1.78 34.845 | -17.40 3.569 | -22.87 2.7155 3.07 20.211 | 17.81 3.486 | 3.39 18.3366 -1.16 53.700 | -19.67 3.157 | -22.50 2.7607 -5.48 11.324 | -23.56 2.636 | -21.77 2.8538 -8.01 7.757 | -25.48 2.437 | -19.99 3.107

9 -9.48 6.553 | -26.91 2.308 | -19.10 3.25110 -11.23 5.527 | -29.03 2.139 | -18.10 3.43214 -3.71 11.147 | -3.67 11.294 | -5.07 8.16115 3.25 12.751 | -3.09 13.383 | -3.10 13.37018 -3.78 10.963 | -3.71 11.157 | -4.76 8.69619 -5.15 8.031 | -5.28 7.843 | -3.36 12.31220 -5.97 6.938 | -6.18 6.698 | -2.05 20.195

CC 8800-1


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1 50.85 1.186 | 57.52 1.0482 49.25 1.224 | 52.55 1.1475 46.97 1.284 | 48.64 1.2406 45.48 1.326 | 53.16 1.1347 39.25 1.605 | 57.42 1.0978 28.21 2.233 | 56.92 1.1079 21.33 2.954 | 54.51 1.15610 14.77 4.267 | 53.91 1.16914 13.92 4.203 | 25.52 2.29215 13.43 4.355 | 28.05 2.08618 15.39 3.800 | 29.52 1.982

19 15.39 3.801 | 24.19 2.41820 17.74 3.550 | 23.54 2.67621 15.81 3.986 | 19.54 3.22422 13.67 4.610 | 12.29 5.125


| |1 4.72 111.111 | 11.91 5.215 | 6.092 2.39 26.023 | 23.26 2.669 | 28.48

5 3.07 111.111 | 17.81 111.111 | 3.396 1.54 40.401 | 26.10 2.380 | 27.837 7.29 8.520 | 31.26 1.987 | 26.938 10.39 5.977 | 33.00 1.882 | 24.219 12.30 5.050 | 34.84 1.782 | 23.1310 14.93 4.159 | 38.53 1.612 | 22.3914 4.50 9.207 | 4.44 9.329 | 5.25

CC 8800-1


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section type 1 + 2=====================


Sigma -44.31 14.81 -52.54 -23.97 -11.23 -safety 1.361 4.255 1.199 2.628 5.527 beamnunber ( 5) ( 7) ( 8) ( 10) ( 10)




CC 8800-1


44/163

Appendix C

CC 8800-1


45/163

CC 8800-1


46/163

PRESTAB_V6, Version V5.5h 22.11.2007:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: load control part 1 * 5.12.2007 8:51:58 *** 53575:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::


Control output of the variable input------------------------------------------1. radius = 9.82. loadcase = HZ3. rated load = 1541.04. reeving = 5. number of hoist lines back to the winch = 6. loads mass(n): ----------------------

node no. Radius[m] ----------------------

32 -24.000 Control output of the non variable input-----------------------------1. maximum torque = 480.0

2. minimum time of deceleration = 5.03. number of revolutions = 0.34. hoisting speed = 72.05. hoisting class = 6. node number of load = 7. windpressure on load = 60.08. counterweight = 220.09. distance between rotation axis/counterweight = 900.010.weight of superstructure = 36.811.distance between rotation axis/superstructure = 120.0

12.lateral inclination of boom system = 0.313.weight of hoist rope = 7.8


15.load factors : -----------------------------------load- | loads :case | dead lifted test a-----------------------------------

H | 1.20 1.35 0.00 1HZ | 1.09 1.20 0.00 1HS | 1.09 0.00 1.09 1HZ*1 | 1.00 1.00 0.00 1-----------------------------------


CC 8800-1


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node masss and node loads / loadcase HZ*1--------------------------------------------------



system Y X Z -----------------------------------------------------------

[t] [t] [kN] [kN] [kN] ===========================================================

1 8.350 -- -82.30 4.50 0.03 02 13.000 -- -128.12 7.00 0.05 03 0.000 -- 0.00 0.00 0.00 04 0.000 -- 0.00 0.00 0.00 05 11.400 -- -112.36 6.14 0.04 06 16.550 -- -163.11 8.91 0.07 07 19.050 -- -187.75 10.26 0.11 08 14.150 -- -139.46 7.62 0.10 09 9.800 -- -96.59 5.28 0.08 0

10 13.600 -- -134.04 7.32 0.12 011 12.700 -- -125.17 6.84 0.13 012 5.700 -- -57.01 2.07 0.06 013 3.545 -- -36.56 0.39 0.03 014 23.822 1541.00 -16162.92 0.00 19.61 015 5.500 -- -55.58 -2.48 0.01 016 16.550 -- -167.57 -3.02 -0.05 017 4.400 -- -45.13 1.31 -0.02 018 1.150 -- -11.28 0.62 0.00 019 10.330 -- -104.39 -4.66 -0.05 020 9.660 -- -97.62 -4.36 -0.13 021 7.730 -- -78.11 -3.49 -0.17 022 4.300 -- -43.45 -1.94 -0.12 023 6.800 -- -68.56 -0.53 -0.20 024 3.000 -- -30.35 -1.17 -0.10 025 2.000 -- -19.63 1.08 -0.06 026 2.000 -- -20.64 -0.35 -0.06 027 0.250 -- -2.56 0.07 -0.01 0

28 8.979 -- -89.85 -3.20 -0.30 029 5.500 -- -56.09 -2.05 -0.04 030 8.266 -- -83.74 -3.45 -0.16 031 0.000 -- 0.00 0.00 0.00 032 3.483 640.00 -6310.52 -1.88 -19.67 033 0.464 -- -4.67 -0.22 -0.01 034 0.000 -- 0.00 0.00 0.00 0

CC 8800-1


48/163


CW-Value 1.60 [/]


-----------------------------------------------------------[degr] [cm] [t] [qm/lfm]

===========================================================1 1 2 84.79 400.0 16.700 2.0182 5 6 84.79 375.0 13.500 2.083

3 2 3 174.79 137.5 0.000 0.0004 2 4 165.77 159.5 0.000 0.0005 2 5 84.79 225.0 9.300 2.2066 6 7 84.79 1200.0 19.600 1.9527 7 8 84.79 1200.0 18.500 1.9568 8 9 84.79 600.0 9.800 2.1029 9 10 84.79 600.0 9.800 2.10210 10 11 84.79 1200.0 17.400 1.95211 11 12 84.79 200.0 8.000 1.50012 12 13 174.79 180.0 3.400 0.000

13 12 14 -5.21 190.0 0.000 0.00014 15 16 123.50 685.0 11.000 1.25015 16 19 123.50 215.0 11.000 1.44016 16 17 -146.50 138.5 8.800 0.00017 16 18 89.95 114.0 2.300 0.00018 19 20 123.50 1200.0 9.660 1.43119 20 21 123.50 1200.0 9.660 1.43120 21 22 123.50 800.0 5.800 1.49021 22 23 123.50 274.0 2.800 1.50522 23 24 123.50 416.0 2.800 1.23023 24 28 123.50 210.0 2.700 0.60024 23 25 89.37 125.6 4.000 0.00025 23 26 161.07 131.2 4.000 0.00026 24 27 -146.50 65.0 0.500 0.00027 29 30 136.49 1165.0 11.000 1.00028 31 32 -180.00 1300.0 0.000 0.00029 13 28 -151.93 3689.6 3.689 0.35030 30 33 -62.01 1031.4 0.928 0.35031 28 30 -70.94 3540.5 4.603 0.35032 28 32 -86.83 4337.9 6.966 0.45033 3 34 -124.53 387.0 0.000 0.00034 17 35 -99.46 495.5 0.000 0.000

===========================================================SUM : 228.206

CC 8800-1


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Y Y Y X Z -----------------------------------------------------------1 0.00 -81.89 -0.410 4.497 0.018 02 0.00 -127.49 -0.638 7.001 0.032 0

3 0.00 0.00 0.000 0.000 0.000 04 0.00 0.00 0.000 0.000 0.000 05 0.00 -111.80 -0.560 6.140 0.030 06 0.00 -162.30 -0.813 8.913 0.048 07 0.00 -186.82 -0.935 10.260 0.073 08 0.00 -138.76 -0.695 7.621 0.067 09 0.00 -96.11 -0.481 5.278 0.051 010 0.00 -133.37 -0.668 7.325 0.077 011 0.00 -124.54 -0.624 6.840 0.084 012 0.00 -55.90 -1.112 2.071 0.038 0

13 0.00 -34.76 -1.796 0.386 0.019 014 0.00 -233.61 0.000 0.000 13.072 015 0.00 -53.94 -1.642 -2.480 0.006 016 0.00 -162.30 -5.268 -3.025 -0.036 017 0.00 -43.15 -1.984 1.313 -0.014 018 0.00 -11.28 -0.001 0.622 -0.003 019 0.00 -101.30 -3.084 -4.658 -0.033 020 0.00 -94.73 -2.884 -4.356 -0.085 021 0.00 -75.81 -2.308 -3.486 -0.112 022 0.00 -42.17 -1.284 -1.939 -0.078 023 0.00 -66.69 -1.871 -0.532 -0.132 024 0.00 -29.42 -0.934 -1.165 -0.064 025 0.00 -19.61 -0.012 1.082 -0.039 026 0.00 -19.61 -1.023 -0.351 -0.041 027 0.00 -2.45 -0.113 0.075 -0.005 028 0.00 -88.06 -1.794 -3.196 -0.201 029 0.00 -53.94 -2.157 -2.048 -0.030 030 0.00 -81.06 -2.681 -3.446 -0.104 031 0.00 0.00 0.000 0.000 0.000 032 0.00 -34.16 -0.104 -1.881 -13.112 033 0.00 -4.55 -0.118 -0.222 -0.004 034 0.00 0.00 0.000 0.000 0.000 035 0.00 0.00 0.000 0.000 0.000 0

-----------------------------------------------------------SUM : 0.00 -2471.55 -37.991 36.638 -0.282 0

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%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%% %% E I N Z E L S T A B - A N A L Y S I S %

% =================================== %% ( 5.12.2007 8:51:58) %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%% %% CC 8800-1 Projekt SSL 60 s_mr26 %% 15.09.2006 Zimmer %% **************************************** %% E I N G A B E K O N T R O L L E : %% crane part 4 declin. 180.000 [deg]%% crane part 2 radius -26.400 [m] %

% crane part 1 radius 9.840 [m] %% loadcase HZ*1 nom. load 1541.000 [t] %% reeving 25 %% node num. 32 add. mass 640.000 [t] %% **************************************** %% F R E I E T E X T E I N G A B E : %% variante 1 , superlift %% **************************************** %% * 5.12.2007 8:51:58 *** 535755485452 * %% %

%%%%%%%%%%% Version 5.0g vom 18.06.2007 %%%%



( 1) 1 2 399.99 2 1 1 tapered( 2) 5 6 374.99 2 2 2 standar( 3) 2 3 137.50 0 3 0 -------( 4) 2 4 159.47 0 4 0 -------( 5) 2 5 224.99 1 5 3 standar( 6) 6 7 1199.98 7 6 4 standar( 7) 7 8 1200.00 7 7 5 standar( 8) 8 9 600.01 4 8 6 standar( 9) 9 10 600.02 4 9 6 standar( 10) 10 11 1200.07 7 10 7 standar( 11) 11 12 200.01 0 11 0 -------( 12) 12 13 180.00 0 12 0 -------( 13) 12 14 190.00 0 13 0 -------( 14) 15 16 684.99 6 14 8 tapered( 15) 16 19 215.00 1 15 9 standar( 16) 16 17 138.50 0 16 0 -------( 17) 16 18 113.99 0 17 0 -------

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Beta-S/limit 67.0/ 60.3 67.0/ 60.3 69.0/ 62.1 69.0/ 62area 358.38 358.38 38.08 42.




Beta-S/limit 67.0/ 60.3 67.0/ 60.3 69.0/ 62.1 69.0/ 62area 358.38 358.38 38.08 42.




Beta-S/limit 67.0/ 60.3 67.0/ 60.3 69.0/ 62.1 69.0/ 62area 358.38 358.38 38.08 42.

----------------------------------------------------------( 5) /berechnung/stab84/gerdaten/cc8800-1/teile/3227-40-12CC8800-1 12.9.2006 W.Zim. Entwurf ZW 12m 3227-40 3.5 Felder



Beta-S/limit 70.0/ 63.0 70.0/ 63.0 69.0/ 62.1 69.0/ 62

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Beta-S/limit 70.0/ 63.0 70.0/ 63.0 69.0/ 62.1 69.0/ 62area 296.88 296.88 38.08 42.




Beta-S/limit 65.0/ 58.5 65.0/ 58.5 46.0/ 41.4 46.0/ 41area 178.22 178.22 20.11 20.



210.0 260.0 281.8 25.0 2


Beta-S/limit 65.0/ 58.5 65.0/ 58.5 46.0/ 41.4 46.0/ 41area 178.22 178.22 20.11 20.

----------------------------------------------------------( 11) /berechnung/stab84/gerdaten/cc8800-1/teile/2621-22-80CC8800-1 08.12.2005 W.Zim. ZW 8m 2621-22.2 3.0 Felder 2621-2



Beta-S/limit 70.0/ 63.0 70.0/ 63.0 46.0/ 41.4 46.0/ 41area 137.32 137.32 20.11 20.

----------------------------------------------------------( 12) /berechnung/stab84/gerdaten/cc8800-1/teile/spima2621-CC8800-1 06.04.2006 W.Zim. Mastspitze paralleler Teil 2.75m



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Beta-S/limit 67.0/ 60.3 67.0/ 60.3 69.0/ 62.1 69.0/ 62area 358.38 358.38 38.08 42.




Beta-S/limit 65.0/ 58.5 65.0/ 58.5 46.0/ 41.4 46.0/ 41

area 178.22 178.22 20.11 20.




Beta-S/limit 70.0/ 63.0 70.0/ 63.0 46.0/ 41.4 46.0/ 41area 137.32 137.32 20.11 20.

----------------------------------------------------------

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( 1) 0.00 0.00 0.00( 2) -0.51 -0.26 4.85( 3) -0.51 -0.22 4.62( 4) -0.55 -0.42 4.90( 5) -0.97 -0.40 7.96( 6) -1.73 -0.65 13.77( 7) -3.44 -1.63 37.18

( 8) -2.51 -3.20 67.40( 9) -0.36 -4.31 84.76( 10) 3.35 -5.64 103.32( 11) 16.41 -9.02 142.56( 12) 20.73 -10.84 150.70( 13) 21.14 -7.37 143.53( 14) 16.05 -38.95 158.45( 15) 0.00 0.00 0.00( 16) 5.30 3.19 0.62( 17) 4.75 4.03 0.58

( 18) 5.96 3.20 0.77( 19) 6.35 3.77 0.97( 20) 10.17 5.62 4.35( 21) 11.90 6.07 9.83( 22) 12.41 5.79 14.39( 23) 12.50 5.63 16.07( 24) 12.66 5.48 18.69( 25) 12.50 5.62 16.69( 26) 12.39 5.27 16.64( 27) 12.66 5.49 18.67

( 28) 12.77 5.42 20.02( 29) 0.00 0.00 0.00( 30) 1.02 1.06 0.26( 31) 0.00 0.00 0.00( 32) -0.08 -0.01 1.11( 33) 0.00 0.00 0.00( 34) 0.00 0.00 0.00( 35) 0.00 0.00 0.00

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BEARING FORCES=================================================


( 1) 1742.9998 18531.8965 -3787089.7500 469304.6250

( 15) -3068.8716 3596.8789 -370942.5625 -237576.9688

( 29) -58.3606 113.6053

-3285.7363 -3452.7588

( 31) 228.3494 0.0597 0.0487 -10806.4004

( 33) 205.0605 -381.9803 0.0000 0.0000

( 34) 452.9670 659.3528 0.0000 0.0000

( 35) 137.7719 788.0474 0.0000 0.0000


1) foot main boom==================


( 1) -18529.95 -128214.97 87.93 3813908.00 -3703388.00 0.00 -

( 2) -18987.38 -130728.77 527.19 3632973.00 -3502604.00 66336.67 -2

( 3) -391.06 0.00 -697.88 -804.39 -0.06 95957.41

( 4) 0.00 0.00 0.00 -0.06 -0.06 0.29

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( 8) -18493.21 -135467.09 479.98 2205453.00 -1763185.25 1568969.25 -18

( 9) -18396.12 -137523.81 442.36 1757230.88 -1276521.38 1862241.25 -21

( 10) -18262.83 -138553.17 370.74 1266569.62 -237438.16 2133385.50 -25

3) head main boom==================

beam PU ( KN ) MU(KNcm) QV ( KN ) Q

number MAV(KNcm) MEV(KNcm) MAW(KNcm) M

( 11) -18134.57 -158089.02 171.56 216699.28 -15765.01 2578692.75 -26

( 12) 1416.92 0.03 2082.67 9323.37 0.13 -375046.34

( 13) 3224.80 -1.79 -15721.53 128626.43 -11.65 2989998.50



( 14) -4642.59 -2685.64 -648.35 440496.31 -400667.56 0.00 4

( 15) -6145.29 -1348.43 197.03 398247.28 -389304.66 -488727.59 4

( 16) -522.11 0.00 -546.47 -938.92 0.01 75683.04

( 17) 1132.67 0.00 270.85 2815.55 0.00 -30876.17

( 18) -6060.03 -756.16 148.46 389336.38 -318322.94 -446363.50 2

( 19) -5980.18 232.55 103.58 318331.69 -205865.95 -268287.75 1

( 20) -5916.37 684.37 63.84

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( 26) 1.35 0.00 2.18 1.48 0.00 -141.67

5) A-frame========


( 27) -83.39 0.00 0.00 4766.36 0.00 0.00

6) misc. parts==================


( 28) 228.36 0.00 0.00 10806.66 0.14 0.00

( 33) -800.00 0.00 0.00 0.00 0.00 0.00

( 34) -800.00 0.00 0.00 0.00 0.00 0.00

7) ropes=========


( 30) 437.57 0.00 0.00 0.00 0.00 0.00

( 32) 4359.53 0.00 0.00 0.00 0.00 0.00

8) ropes=========

beam PU ( KN ) MU(KNcm) QV ( KN ) Q

number MAV(KNcm) MEV(KNcm) MAW(KNcm) M

( 29) 2438.98 0.00 0.00 0.00 0.00 0.00

( 31) 436.32 0.00 0.00

CC 8800-1

G E N E R A L S T R E S S A N A L Y S I S


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stresses [KN/cm**2] and safeties (section type ===============================================


| | 1 -28.82 2.092 | 2.20 27.455 | -31.85 1.893 2 -28.79 2.095 | 3.06 19.694 | -30.27 1.992 5 -29.83 2.021 | 2.60 23.226 | -30.32 1.989 6 -26.96 2.237 | 3.73 16.164 | -31.95 1.887 7 -23.14 2.723 | 5.16 12.198 | -35.29 1.785 8 -17.35 3.631 | 5.64 11.175 | -37.57 1.677

9 -13.07 4.818 | 5.12 12.304 | -36.90 1.707 10 -8.62 7.312 | 4.23 14.903 | -35.96 1.752 14 -7.05 8.298 | 3.83 15.279 | -16.64 3.515 15 -6.90 8.473 | 2.11 27.720 | -19.37 3.020 18 -8.20 7.131 | 1.57 37.325 | -18.58 3.149 19 -8.75 6.684 | -1.51 38.648 | -15.26 3.833 20 -11.29 5.581 | -5.59 11.262 | -15.94 3.953 21 -10.72 5.875 | -7.76 8.117 | -13.64 4.619 22 -9.83 6.408 | -7.82 8.061 | -8.88 7.096


| |1 2.98 20.857 | -5.08 12.225 | -2.79 22.2932 -0.83 74.749 | -9.95 6.238 | -15.36 4.0445 1.48 41.999 | 10.25 6.057 | -0.72 86.5076 -0.73 85.273 | -11.19 5.552 | -15.28 4.0647 -3.12 19.920 | -13.45 4.618 | -15.07 4.1228 -4.53 13.711 | -14.64 4.242 | -14.07 4.4159 -5.35 11.610 | -15.53 3.999 | -13.63 4.557

10 -6.32 9.825 | -16.86 3.683 | -13.21 4.70014 -1.60 25.823 | -1.54 26.827 | -4.67 8.86615 1.44 28.793 | -1.13 36.782 | -2.88 14.40018 -1.76 23.481 | -1.60 25.850 | -4.58 9.03919 -2.64 15.685 | -2.69 15.395 | -3.15 13.12520 -3.21 12.884 | -3.36 12.339 | -1.94 21.342

CC 8800-1

A N A L Y S I S O F B U C K L I N G


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1 34.21 1.762 | 37.81 1.5952 33.13 1.820 | 34.84 1.731

5 31.63 1.906 | 32.14 1.8766 30.58 1.972 | 36.24 1.6647 26.29 2.396 | 40.09 1.5718 18.80 3.352 | 40.69 1.5489 14.16 4.448 | 39.97 1.57610 9.75 6.458 | 40.72 1.54714 7.82 7.481 | 18.46 3.16915 7.61 7.690 | 21.34 2.74118 9.89 5.916 | 22.39 2.61319 10.55 5.545 | 18.39 3.180

20 12.93 4.873 | 18.26 3.45121 12.27 5.135 | 15.60 4.03722 10.80 5.834 | 9.75 6.461


| |1 2.98 111.111 | 7.10 8.744 | 3.322 1.11 55.823 | 13.31 4.666 | 19.135 1.48 111.111 | 10.25 111.111 | 0.95

6 0.97 64.155 | 14.84 4.184 | 18.917 4.14 14.987 | 17.84 3.481 | 18.648 5.88 10.565 | 18.96 3.276 | 17.049 6.94 8.947 | 20.11 3.088 | 16.5010 8.40 7.391 | 22.37 2.776 | 16.3514 1.94 21.331 | 1.87 22.160 | 4.83

CC 8800-1

S U M M A R Y O F B O O M S Y S T E M


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section type 1 + 2=====================


Sigma -29.83 -7.82 -37.57 -22.62 -6.32 -safety 2.021 8.061 1.677 2.786 9.825 beamnunber ( 5) ( 22) ( 8) ( 10) ( 10)




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Structural Analysis

CC 8800-1

SWSL 96.0 + 36.0 m

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1. Explanation of analysis method

A FORTRAN program system is used for the static calculation of the boo

A pre-processor program generates a finite element model of the cran

generates automatically the load cases and loads in accordance with DIN

The finite element program STAB88 (Technical University Munich) forces, inner moments and the deflection in compliance with the geome

(equilibrium at the deformed system).

A post-processor program accesses on the STAB88 output and perform

analysis and the verification of stability.

2. Standards and specifications used

[1] DIN 15018 part 3

[2] DIN 18800, part 2, State of consultation November 1990

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3. Design loads

The loads acting on the structure are subdivided into main loads, additio

loads.

Main loads are:

- self weigths- lifted loads

- dynamic effects arising from lifting and lowering

- inertia forces arising from drives

Additional loads are:

- wind loads

Special loads are:

- test loads

The above loads are grouped into load cases. For the calculation in

geometric non-linear theory, the loads are multiplied by the pa

(DIN 15018 part 3 table 5).

Loads partial safety factors

Load case H Load case HZ

Self weigths 1,20 1.09

Liftet loads 1.35 1.20

Test loads - -


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6. Example

The calculation was made for the boom length 96 m and the jib length 36

a maximium of deflection, stress and buckling.

Radius [m] Lifting capacity [t]

40 257Load case H

40 257

Load case HZ

40 257

Load case HZ1 (rated load)

CC 8800-1

Appendix A


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Appendix A

CC 8800-1

BEAM NUMBERS


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CC 8800-1

JIB HEAD (BEAM NUMBERS)


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LUFFING MASTS (BEAM NUMBERS)

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BOOM FOOT AND MAST (BEAM NUMBERS)

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CC 8800-1

NODE NUMBERS


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CC 8800-1

JIB HEAD (NODE NUMBERS)


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LUFFING MASTS (NODE NUMBERS)

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CC 8800-1

BOOM FOOT AND MAST (NODE NUMBERS)


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CC 8800-1


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CC 8800-1

PRESTAB_V6, Version V5.5h 22.11.2007:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: load control part 1 * 5.12.2007 13:38:55 *** 56575


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p:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::

CC 8800-1 SWSL 96+36 mr2621.05.2007 Wilhelm

Control output of the variable input------------------------------------------1. radius = 39.52. loadcase = 3. rated load = 257.04. reeving = 5. number of hoist lines back to the winch = 6. loads mass(n): ----------------------

node no. Radius[m] ----------------------

60 -22.000 Control output of the non variable input-----------------------------1. maximum torque = 480.02. minimum time of deceleration = 5.0

3. number of revolutions = 0.34. hoisting speed = 72.05. hoisting class = 6. node number of load = 7. windpressure on load = 60.08. counterweight = 220.09. distance between rotation axis/counterweight = 900.010.weight of superstructure = 36.811.distance between rotation axis/superstructure = 120.012.lateral inclination of boom system = 0.3

13.weight of hoist rope = 7.8

14.Guidance of hoist rope..........node numbers : 32, 31, 33, 38, 46, 5

15.load factors : -----------------------------------load- | loads :case | dead lifted test a-----------------------------------H | 1.20 1.35 0.00 1

HZ | 1.09 1.20 0.00 1HS | 1.09 0.00 1.09 1HZ*1 | 1.00 1.00 0.00 1-----------------------------------


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node masss and node loads / loadcase H--------------------------------------------------



system Y X Z -----------------------------------------------------------

[t] [t] [kN] [kN] [kN] ===========================================================

1 8.350 -- -98.57 8.81 0.03 02 13.000 -- -153.46 13.72 0.05 03 0.000 -- 0.00 0.00 0.00 04 4.785 -- -57.50 -4.91 0.01 05 11.400 -- -134.58 12.03 0.04 06 16.550 -- -195.37 17.47 0.06 07 19.600 -- -231.37 20.68 0.08 08 19.050 -- -224.88 20.10 0.09 0

9 14.150 -- -167.04 14.93 0.08 010 9.800 -- -115.69 10.34 0.06 011 13.600 -- -160.55 14.35 0.08 012 16.700 -- -197.14 17.62 0.11 013 16.000 -- -188.88 16.89 0.11 014 8.000 -- -94.44 8.44 0.06 015 5.600 -- -66.11 5.91 0.04 016 5.600 -- -66.11 5.91 0.04 017 2.867 -- -35.15 2.68 0.02 018 0.100 -- -1.28 -0.01 0.00 0

19 0.000 -- 0.00 0.00 0.00 020 0.000 -- 0.00 0.00 0.00 021 0.000 -- 0.00 0.00 0.00 022 2.600 -- -33.04 1.25 0.03 023 6.100 -- -77.52 2.92 0.10 024 1.275 -- -15.50 -1.25 0.01 025 0.000 -- 0.00 0.00 0.00 026 8.950 -- -113.75 4.29 0.18 027 8.575 -- -108.98 4.11 0.30 028 6.250 -- -79.43 3.00 0.26 0

29 8.075 -- -102.62 3.87 0.40 030 7.200 -- -90.47 0.26 0.37 031 4.365 -- -54.65 -2.54 0.22 032 8.800 257.00 -3745.50 0.00 13.95 033 2.150 -- -26.14 -2.11 0.01 034 2.075 -- -25.23 -2.04 0.01 0

CC 8800-1

52 3.000 -- -36.89 -2.45 -0.08 053 2.000 -- -23.77 2.10 -0.05 054 2.000 -- -25.45 -0.89 -0.05 0


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55 0.250 -- -3.18 0.12 -0.01 056 10.192 -- -122.67 -4.80 -0.30 057 5.500 -- -67.68 -5.00 -0.05 058 8.312 -- -101.55 -7.87 -0.14 059 0.000 -- 0.00 0.00 0.00 060 3.673 640.00 -6319.48 -3.88 -18.79 061 0.511 -- -6.12 -0.53 -0.01 062 0.000 -- 0.00 0.00 0.00 063 0.000 -- 0.00 0.00 0.00 0

===========================================================loads -20.55

SUM : 389.150 640.00 -14630.96 122.75 16.84 0-3.71

CC 8800-1



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CW-Value 1.60 [/]


-----------------------------------------------------------[degr] [cm] [t] [qm/lfm]

===========================================================1 1 2 88.00 400.0 16.700 2.0182 5 6 88.00 375.0 13.500 2.0833 2 3 178.00 137.5 0.000 0.0004 2 4 168.98 159.5 0.000 0.0005 2 5 88.00 225.0 9.300 2.2066 6 7 88.00 1200.0 19.600 1.9527 7 8 88.00 1200.0 19.600 1.9528 8 9 88.00 1200.0 18.500 1.9569 9 10 88.00 600.0 9.800 2.10210 10 11 88.00 600.0 9.800 2.10211 11 12 88.00 1200.0 17.400 1.95212 12 13 88.00 1200.0 16.000 1.952

13 13 14 88.00 1200.0 16.000 1.95214 14 15 88.00 200.0 0.000 2.00015 15 16 88.00 55.0 11.200 2.00016 15 17 178.00 130.0 0.000 0.00017 17 18 178.00 50.0 0.000 0.00018 17 19 19.10 68.6 0.000 0.00019 16 20 -2.00 75.0 0.000 0.00020 20 21 26.99 14.0 0.000 1.62021 21 22 26.99 246.0 0.000 1.62022 22 23 26.99 440.0 5.200 1.620

23 23 26 26.99 300.0 7.000 1.62024 21 24 116.99 140.0 0.000 0.00025 22 25 116.99 140.0 0.000 0.00026 26 27 26.99 1200.0 10.900 1.84627 27 28 26.99 600.0 6.250 1.96928 28 29 26.99 600.0 6.250 1.96929 29 30 26.99 200.0 9.900 1.50030 30 31 116.99 180.0 4.500 0.00031 30 32 -63.01 190.0 0.000 0.00032 24 33 111.64 330.0 2.550 1.013

33 33 34 111.64 192.0 1.750 1.15634 34 35 111.64 328.0 2.400 1.13235 35 36 111.64 1200.0 3.750 1.06436 36 37 111.64 600.0 4.200 1.02137 18 38 177.03 231.0 0.200 0.50038 38 39 177.03 296.0 2.200 0.650


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CC 8800-1



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Y Y Y X Z -----------------------------------------------------------1 0.00 -81.89 -0.205 5.875 0.012 02 0.00 -127.49 -0.319 9.146 0.020 03 0.00 0.00 0.000 0.000 0.000 04 0.00 -46.92 -0.792 -3.274 0.003 05 0.00 -111.80 -0.280 8.021 0.018 06 0.00 -162.30 -0.407 11.644 0.028 07 0.00 -192.21 -0.482 13.790 0.038 08 0.00 -186.82 -0.468 13.403 0.041 09 0.00 -138.76 -0.348 9.956 0.034 010 0.00 -96.11 -0.241 6.895 0.025 011 0.00 -133.37 -0.334 9.569 0.036 012 0.00 -163.77 -0.410 11.750 0.049 013 0.00 -156.91 -0.393 11.257 0.051 014 0.00 -78.45 -0.197 5.629 0.027 015 0.00 -54.92 -0.138 3.940 0.019 016 0.00 -54.92 -0.138 3.940 0.019 017 0.00 -28.12 -0.935 1.789 0.008 018 0.00 -0.98 -0.070 -0.004 0.000 019 0.00 0.00 0.000 0.000 0.000 020 0.00 0.00 0.000 0.000 0.000 021 0.00 0.00 0.000 0.000 0.000 022 0.00 -25.50 -1.631 0.831 0.014 0

23 0.00 -59.82 -3.827 1.949 0.046 024 0.00 -12.50 -0.331 -0.834 0.005 025 0.00 0.00 0.000 0.000 0.000 026 0.00 -87.77 -5.614 2.860 0.082 027 0.00 -84.09 -5.379 2.740 0.133 028 0.00 -61.29 -3.921 1.997 0.116 029 0.00 -79.19 -5.066 2.580 0.176 030 0.00 -70.61 -3.824 0.170 0.164 031 0.00 -42.81 -2.181 -1.693 0.098 032 0.00 -86.30 0.000 0.000 6.202 0

33 0.00 -21.08 -0.558 -1.407 0.006 034 0.00 -20.35 -0.539 -1.358 0.005 035 0.00 -30.16 -0.798 -2.012 0.005 036 0.00 -38.98 -1.032 -2.601 -0.003 037 0.00 -66.22 -3.039 -0.198 -0.015 038 0.00 -11.77 -0.844 -0.044 0.001 0

CC 8800-1

56 0.00 -99.95 -1.819 -3.197 -0.132 057 0.00 -53.94 -1.970 -3.333 -0.021 058 0.00 -81.52 -2.487 -5.244 -0.060 059 0.00 0.00 0.000 0.000 0.000 0


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59 0.00 0.00 0.000 0.000 0.000 0

60 0.00 -36.02 0.000 -2.586 -8.352 061 0.00 -5.01 -0.073 -0.352 -0.003 062 0.00 0.00 0.000 0.000 0.000 063 0.00 0.00 0.000 0.000 0.000 0

-----------------------------------------------------------SUM : 0.00 -3816.25 -88.835 81.833 -1.443 0

CC 8800-1

%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%% %% E I N Z E L S T A B - A N A L Y S I S %% =================================== %


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% ( 5.12.2007 13:38:57) %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%% %% CC 8800-1 SWSL 96+36 mr26 %% 21.05.2007 Wilhelm %% **************************************** %% E I N G A B E K O N T R O L L E : %% crane part 7 declin. 180.000 [deg]%% crane part 5 radius -22.000 [m] %% crane part 1 declin. 88.000 [deg]%% crane part 2 radius 39.560 [m] %% loadcase H nom. load 257.000 [t] %% reeving 5 %% node num. 60 add. mass 640.000 [t] %% **************************************** %% F R E I E T E X T E I N G A B E : %% variante 1 , wippbarer hilfsausleger %% **************************************** %% * 5.12.2007 13:38:55 *** 565757555350 * %% %%%%%%%%%%%% Version 5.0g vom 18.06.2007 %%%%



( 1) 1 2 399.99 2 1 1 tapered( 2) 5 6 374.99 2 2 2 standar( 3) 2 3 137.50 0 3 0 -------( 4) 2 4 159.47 0 4 0 -------( 5) 2 5 225.00 1 5 3 standar( 6) 6 7 1199.98 7 6 4 standar( 7) 7 8 1199.98 7 7 5 standar( 8) 8 9 1199.99 7 8 6 standar( 9) 9 10 600.00 4 9 7 standar( 10) 10 11 600.01 4 10 8 standar

( 11) 11 12 1200.03 7 11 9 standar( 12) 12 13 1200.05 7 12 10 standar( 13) 13 14 1200.07 7 13 11 standar( 14) 14 15 200.01 0 14 0 -------( 15) 15 16 55.00 0 15 0 -------( 16) 15 17 130.00 0 16 0 -------

CC 8800-1

( 34) 34 35 328.01 3 34 19 standar( 35) 35 36 1199.99 10 35 20 standar( 36) 36 37 599.99 5 36 21 tapered( 37) 18 38 231.00 0 37 0 -------


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( 38) 38 39 296.00 3 38 22 tapered( 39) 39 40 223.00 2 39 23 standar( 40) 40 41 1200.00 10 40 24 standar( 41) 41 42 600.01 5 41 25 tapered( 42) 43 44 684.99 6 42 26 tapered( 43) 44 47 215.00 1 43 27 standar( 44) 44 45 138.50 0 44 0 -------( 45) 44 46 113.99 0 45 0 -------( 46) 47 48 1199.98 8 46 28 standar( 47) 48 49 1200.01 8 47 29 standar

( 48) 49 50 800.03 6 48 30 standar( 49) 50 51 274.01 2 49 31 standar( 50) 51 52 416.02 4 50 32 tapered( 51) 52 56 210.01 0 51 0 -------( 52) 51 53 125.65 0 52 0 -------( 53) 51 54 131.21 0 53 0 -------( 54) 52 55 65.00 0 54 0 -------( 55) 57 58 1165.00 0 55 0 -------( 56) 59 60 1100.00 0 56 0 -------( 57) 17 56 5735.13 0 57 0 -------( 58) 58 61 1135.54 0 58 0 -------( 59) 4 42 9570.42 0 59 0 -------( 60) 37 42 3072.88 0 60 0 -------( 61) 31 37 4230.60 0 61 0 -------( 62) 56 58 3540.50 0 62 0 -------( 63) 56 60 4591.18 0 63 0 -------( 64) 3 62 369.21 0 64 0 -------( 65) 45 63 553.12 0 65 0 -------( 66) 19 25 409.94 0 66 0 -------

CC 8800-1



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pipe 29.85*4.50 29.85*4.50 17.78*0.71 17.78*0.Beta-S/limit 67.0/ 60.3 67.0/ 60.3 69.0/ 62.1 69.0/ 62

area 358.38 358.38 38.08 42.




Beta-S/limit 67.0/ 60.3 67.0/ 60.3 69.0/ 62.1 69.0/ 62area 358.38 358.38 38.08 42.




Beta-S/limit 67.0/ 60.3 67.0/ 60.3 69.0/ 62.1 69.0/ 62area 358.38 358.38 38.08 42.




Beta-S/limit 67.0/ 60.3 67.0/ 60.3 69.0/ 62.1 69.0/ 62

CC 8800-1




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pipe 29.85*3.60 29.85*3.60 17.78*0.71 17.78*0.Beta-S/limit 70.0/ 63.0 70.0/ 63.0 69.0/ 62.1 69.0/ 62

area 296.88 296.88 38.08 42.

----------------------------------------------------------( 8) /berechnung/stab84/gerdaten/cc8800-1/teile/3227-36-60ZW 6m 3227-36 2 Felder CC8800 13.7.2000 W.Zim. Gurtrohre StE

StE690LV LW field length cantilev-A cantil275.0 320.0 256.8 38.0 3


Beta-S/limit 70.0/ 63.0 70.0/ 63.0 69.0/ 62.1 69.0/ 62area 296.88 296.88 38.08 42.

----------------------------------------------------------( 9) /berechnung/stab84/gerdaten/cc8800-1/teile/3227-36-12CC8800-1 16.3.2006 W.Zim. ZW 12m 3227-36 3.5 Felder 3227-36



Beta-S/limit 70.0/ 63.0 70.0/ 63.0 69.0/ 62.1 69.0/ 62area 296.88 296.88 38.08 42.

----------------------------------------------------------( 10) /berechnung/stab84/gerdaten/cc8800-1/teile/3227-30-12CC8800-1 16.3.2006 W.Zim. ZW 12m 3227-30 3.5 Felder 3227-30



Beta-S/limit 65.0/ 58.5 65.0/ 58.5 69.0/ 62.1 69.0/ 62area 253.06 253.06 38.08 42.

----------------------------------------------------------

( 11) /berechnung/stab84/gerdaten/cc8800-1/teile/3227-30-12CC8800-1 16.3.2006 W.Zim. ZW 12m 3227-30 3.5 Felder 3227-30LV LW field length cantilev-A cantil275.0 320.0 314.7 38.0 3


CC 8800-1

----------------------------------------------------------( 16) /berechnung/stab84/gerdaten/cc8800-1/teile/3227-20-60CC8800-1 16.03.2006 W.Zim. ZW 6m 3227-20.0 2 Felder 3227-20


275 0 320 0 256 8 38 0 3


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275.0 320.0 256.8 38.0 3


Beta-S/limit 75.0/ 67.5 75.0/ 67.5 46.0/ 41.4 46.0/ 41area 174.99 174.99 25.83 32.

----------------------------------------------------------( 17) /berechnung/stab84/gerdaten/cc8800-1/teile/3227-20-60CC8800-1 16.03.2006 W.Zim. ZW 6m 3227-20.0 2 Felder 3227-20



Beta-S/limit 75.0/ 67.5 75.0/ 67.5 46.0/ 41.4 46.0/ 41area 174.99 174.99 25.83 32.

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structural analysis terex demax latice crane

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