memoria de cálculo vessel scafolding v01- english

8/13/2019 Memoria de Clculo VESSEL SCAFOLDING V01- english

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Verification of Suitability ofScaffolds for Heat Exchanger

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D.Cosacani Dpto. Tcnico25

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F.Valdivia G. Tcnico27

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G. Cochachi J. D. Tcnico27

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Calculation Report

VERIFICATION OF SUITABIL ITY OF

SCAFOLDS FOR HEAT EXCHANGER

LNG PAMPA MELCHORITA

Version 01March 2009


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1. PREAMBLE:

The structure to be analyzed is a scaffold with working platforms that surround the heat

exchanger vessel with ledgers of 0.70mt, 1.02mt, 1.50mt and 2.00mt in length and 21

levels typically @2mt vertically. However on the first 9 levels, we include additional

ledgers @1mt vertically, due to load increment in these levels. In plant view, the

minimum width of scaffolding is 1.5m. To increase the lateral resistance, we added

horizontal and vertical bracing through pipes and clamps. To improve the stability and

resist the lateral loading like wind o earthquake, we include guy wires at two specific

levels.

The scaffolding will be done with Brio Multidirectional System, which is form by jacks with

base plates, posts, ledgers, diagonals, cantilever-saver frames and steel planks.

The scope of this report is to demonstrate the suitability of each element of BRIO

System, show that the actual loads does not exceed the admissible loads of each

element, as well as the system stability in both main directions

The fig. 01 & 02 show typical plant views of scaffolding elements arrangement. The fig 03

shows the elevation of the edge Gridline and the inner gridline, in the first, you can see

the positions of the guy wires.


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Figure 03: Elevation of edge gridline and inner Gridline respectively (See the guy wires positions)


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2. DESCRIPCION OF MAIN STRUCTURAL MEMBERS OF BRIO SCAFOLDING

SYSTEM

Short descriptions of the main elements are as follows:

2.1. JACK WITH BASE PLATE

They are structural elements that support the bottom of a scaffolding system. Generally

they bear compression loads, due to scaffolding self weight and live load. It is advisable

to fix/support them on a suitable manner on the surface where the scaffolding is been

erected. The load capacity in compression is 5 ton

2.2. VERTICAL POST

They are structural elements that bear the axial loads of traction and mainly

compression. The figure 4 shows the admissible load in compression as a function of

lateral bracing.

Figure 04: Load capacity of BRIO post as function of kind of bracing


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2.3. LEDGER

They are structural elements that support the working platforms and bear mainly the

moments and shear loads. The loads capacity depends on the length of each Ledger.

In the Table 01 is shown the load capacity for ledgers.

Table 01, Adm issib le Capacity o f Ledgers

Ledger(m) Punctual Load

(ton)

Distributed Load

(ton/m)

0.70 0.55 1.00

1.02 0.40 0.75

1.50 0.325 0.50

2.00 0.20 0.40

2.4. STEEL PLANKS

Table 02, Adm issib le Load for steel planks

Steel Planks span

(m)

Distributed load

(ton/m2)

1.50 0.60

2.00 0.60

2.5. CANTILEVER-SAVER FRAME

They are structural elements that resist the compression loads. They have the function to

add a scaffold body in cantilever with ledgers of 0.70 or 1.02mt. The table 03 shows the

load capacity of cantilever-saver frame to resist compression load in the outer edge

node.

Table 03, Load capacity f or Canti lever-saver frame

Cantilever-saver

frame

(m)

Loads

(ton)

0.70 1.30

1.02 1.20


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3. ANALYSIS:

3.1. COMPUTER MODEL

To make the structural analysis, we used the software SAP2000, which calculate forces

and stresses produced in different elements of scaffolding system, due to combination of

actual loads and self weight of this structure.

The Model has frame elements, which are lineal elements that resist axial loads,

moment and shear loads. The frame element represents the BRIO ones. Each one has

a determine section and properties equivalent to the BRIO system parts (like Ledger,

diagonal, post, Jack with base plate). The frame elements will be connected with partial

rigid joints. The value of joint stiffness is based on studies over our BRIO system. For

more details about the value of the joint stiffness see section 3.3. The scaffold has the

condition of simple supported at the bottom, which shows a better approximation of the

behavior of Jack with base plate elements.

The following figure 05, shows the isometric view of 3D model of this scaffolding made

with software SAP2000.


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Figure 05: Isometric view, Scaffolding model generated in SAP2000


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3.2. ACTUAL LOADS

The following kind of static and dynamic loads were considered for analysis.

DEAD. - This kind takes in consideration the self weight of the scaffolding

system. It is calculated automatically by the software based on the

geometry shape of section and material of the frame element.

OVERLOAD. - This load corresponds to the materials and tools weight on

the working platforms. We were instructed to consider 300Kg per level

in 4 levels at any time as maximum on the platforms. For the present

analysis, we considered to place the load on the more critical area.

LIVE. - This load corresponds to the workers self weight. For this analysis

we were instructed to consider a maximum of 4 people working

simultaneously at any level in 4 different levels. We consider an

average weight of 100Kg per person. For the present analysis, we

considered to place the load on the more critical area.

PLATFORM. - These load corresponds to the steel planks self weight,

which will be present in every level all the time. We consider 30kg/m2

WIND. - These load corresponds to those generate by wind pressure

against our structure. According to Peruvian Standard E020, the lateral

pressure of wind is given by the following expression:

Ph= 0.005xCxVh2

Where:

Ph : is the pressure due to Wind in kg/m2

C: is an adimentional factor that varies according to shape of structure

and kind of surface around.

Vh: is the wind speed design rated at height h, in Kph

The wind speed Vh varies according to:


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Vh= Vx(h/10)0.22

V: the design wind speed up to 10m height in Kph and is link to the place

where structure will be develop. For our case, we assume V=110Km/h,

which generate a maximum design Wind speed at the top of scaffolding of

V42= 150km/h

Finally as per European standard, the force that generates the wind is

given by the following formula

F=CsxCfxAxPh

Where:

F: is the force due to wind action.

Cs: is a place coefficient.

Cf: is an aerodynamic force coefficient

A: is the area exposed to the Wind action, in our case we assumed a strip

of 30cm height per each level

EARTHQUAKE. - It corresponds to inertial forces generated by an

earthquake; they are in function of mass concentration that acts in each

node and the spectral acceleration that generates the design earthquake.

These kinds of loads are dynamic and we used an analysis modal-

spectral. For the current analysis, we used the spectral acceleration OBE

(NFPA 59A 2001) which is shown on the figure 6:

Figure 06: Spectral accelerations considered for analysis modal spectral


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3.4. BEARING CONDITIONS

The scafolding has a bearing condition as simple supported at the base, which meansthat movements in 3 directions are restrain.

The guy wires has a bearing condition as simple supported at their origin points. To

satisfy this condition we supposed that the structures around the Heat Exchanger are

rigid enough.

LOAD COMBINATION

With the load kinds mentioned before, we define critical load combinations as follows:

COMB1:(DEAD+OVERLOAD+PLATFORM+LIVE)

COMB2:(DEAD+OVERLOAD+PLATFORM+LIVE)+WINDX

COMB3:(DEAD+OVERLOAD+PLATFORM+LIVE)+WINDY

COMB4:(DEAD+OVERLOAD+PLATFORM+LIVE)+EARTHQUAKEX

COMB5:(DEAD+OVERLOAD+PLATFORM+LIVE)+EARTHQUAKEY

4. RESULTS:

As per the results from the analysis, we will verify each element that conform the

scaffolding structure

4.1) BRIO JACK & BASE PLATE`S RESISTANCE

From the application of the different load combination to the BRIO scaffold, we got that

the maximum axial load in the jack & base plate is 4.95 ton (compression). In the table

03 is shown the results for the different load combinations, the negative sign means that

the current loads are in compression.

The admissible capacity in compression from the Jack & base plate BRIO is 5Ton, which

means that the Jack & Base plate performsthe load requirement of these scaffolding.


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4.3) BRIO LEDGER`S RESISTANCE

All ledgers have the same section, and we use the followings Ledgers 0.70, 1.02, 1.50

and 2.00 but only the first 3 support the platforms so we will only verify the longest one

which is the more loaded. From the analysis on the BRIO scaffolding, we obtain the

following loads shown on table 05

Tabla 05, Compar ison between maximum c urrent loads and admiss ib le ones

Element Maximum Current load

(ton/m)

Admissible Load

(ton/m)

Remark

Ledger 1.50m 0.23 0.33 OK

From the table, we observe that the ledger 1.50m is loaded below its admissible

capacity, so we conclude that the ledger performs the requirements of actual loads.

4.4) BRIO STEEL PLANKSS RESISTANCE

All steel planks have the same section, and we use the followings planks 0.70, 1.02, 1.50

and 2.00, so we will only verify the longest one which is the more loaded. From the load

application on Brio Steel planks, we obtained the following loads shown on table 06.

Tabla 06, Compar ison between maximum c urrent loads and adm issib le ones

Element Maximum Current load

(ton/m2)

Admissible Load

(ton/m2)

Remark

Steel plank

L=2.00mt

0.23 0.60 OK

From the table, we observe that the steel platform is loaded below its admissible

capacity, so we conclude that the steel plank performs the requirements of actual loads.

4.5) CANTILEVER-SAVER FRAME`S RESISTANCE

From the load application on Brio cantilever-saver frame, we obtained the following loads

shown on table 07.


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5. CONCLUSION & RECOMENDATIONS:

It has been demonstrated the suitability of BRIO Scaffolding System to

resist the different loads. In our analysis, it is assumed the right assembly of

the different BRIO system elements, so the erection in field will be done using

the best erection practices.

We recommend don`t exceed the design load, the maximum number of

workers per level is 4, the maximum number of working levels at any time

(levels with workers and tools/materials) is 4. Besides we considered an

overload for materials and tools of 300Kg per working level. The contractor is

responsible to enforce this conditions on site

The maximum load produced at the base of the BRIO Jack & Base plate

on the floor is 4.95ton, this load was generated by Load Combination

COMB3, which consider dead live and wind load at North direction. The

contractor shall ensure that the floor is able to resist these loads without

sinking or collapse.

The diagonals arrangement on plant view and elevation is adequate to

restrain lateral movements. The movements generated by torsion in plant

view (in case of lateral loads) are reduced by the horizontal bracing which are

placed on specific levels (see DRW SW-LNGPP-04). The maximum lateral

movement on the top platform is produced by Load Combination COMB4,

which consider dead load, Live load and earthquake at East direction and its

value is 111.10mm ( We assumed a reduction factor R=3.5)


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The guy wires at the vessel shown different kind of behavior according to the

current load. The maximum tension load is produced by the load

combination COMB2 (Wind) and its value is 1.33ton. The contractor shallverify the supporting point at the structures around the vessel can

support the load without affecting the stability of system.

The maximum horizontal load at the BRIO Jack & base plate is estimated

in 120Kg in each direction or 169Kg.The contractor shall ensure an anchor

system (screws, nails, bolts, etc) on the floor to resist this load

For the load combinations with lateral forces (Wind and Earthquake), they

have generated traction forces in some elements at the top levels. The

maximum traction load calculated is 900Kg. The contractor shall ensure

the post connection through the splice double beam (connector) which shall

be fixed with 2 bolts (M10x60mm Grade 8.8, 1 in either side).


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6. ATTACHMENT:

6.1) TABLE: REACTIONS ON THE SUPPORT BASEFLOOR (BRIO JACK & BASEPLATE)

TABLE: Joint Reactions

COMB1 COMB2 COMB3 COMB4 COMB5

Joint F1 F2 F3 F1 F2 F3 F1 F2 F3 F1 F2 F3 F1 F2 F3

Text Ton Ton Ton Ton Ton Ton Ton Ton Ton Ton Ton Ton Ton Ton Ton

3797 0.00 0.01 2.54 -0.09 0.07 1.31 -0.01 -0.03 1.29 0.06 0.05 3.02 0.02 0.05 3.11

3798 0.00 0.00 1.11 -0.10 0.03 2.69 -0.01 -0.04 0.57 0.06 0.02 1.95 0.02 0.03 1.61

3799 0.00 0.00 1.51 -0.11 0.01 1.78 -0.01 -0.02 1.26 0.06 0.01 1.65 0.02 0.01 1.60

3800 0.00 0.00 1.49 -0.10 0.00 -0.30 -0.01 0.00 1.23 0.06 0.00 2.26 0.02 0.01 1.74

3801 -0.01 0.00 2.45 -0.11 0.01 4.40 -0.01 0.00 2.28 0.05 0.00 3.39 0.02 0.01 2.75

3802 -0.01 0.00 1.57 -0.11 0.01 1.47 -0.01 -0.02 1.26 0.06 0.01 1.64 0.02 0.01 1.62

3803 -0.01 0.00 1.22 -0.11 0.00 0.26 -0.01 -0.04 0.46 0.06 0.01 1.79 0.02 0.03 1.63

3804 -0.01 0.01 2.53 -0.11 -0.01 4.95 -0.01 -0.04 1.30 0.05 0.04 3.75 0.01 0.05 3.12

3805 0.00 0.01 1.06 -0.06 0.07 -0.85 0.00 -0.03 1.35 0.04 0.05 1.95 0.01 0.05 1.56

3806 0.00 -0.01 2.55 -0.08 0.03 3.15 0.00 -0.05 3.37 0.05 0.02 3.10 0.01 0.04 3.16

3807 0.00 0.00 1.68 -0.08 0.01 1.68 0.00 -0.02 1.61 0.05 0.01 1.65 0.01 0.02 1.63

3808 0.01 0.00 2.84 -0.07 0.00 1.05 0.00 -0.01 2.49 0.05 0.00 3.51 0.02 0.00 2.96

3809 0.00 0.00 1.71 -0.07 0.00 3.33 0.00 -0.01 1.62 0.05 0.00 2.49 0.01 0.00 1.91

3810 0.01 0.00 1.66 -0.07 0.01 1.63 0.00 -0.02 1.58 0.05 0.01 1.63 0.02 0.02 1.61

3811 0.01 -0.01 2.44 -0.08 0.00 0.85 0.00 -0.06 3.23 0.06 0.02 3.16 0.02 0.04 3.09

3812 0.01 0.01 1.20 -0.06 -0.02 2.63 0.00 -0.05 1.70 0.04 0.04 1.93 0.01 0.05 1.62

3813 0.00 0.01 1.53 -0.02 0.07 0.90 0.00 -0.03 1.55 0.02 0.05 1.73 0.00 0.05 1.60

3814 0.00 -0.01 1.60 -0.03 0.03 1.48 0.00 -0.05 1.58 0.02 0.02 1.58 0.01 0.04 1.57

3815 0.00 0.00 1.72 -0.02 0.01 1.58 0.00 -0.02 1.55 0.02 0.01 1.69 0.00 0.01 1.72

3816 0.00 0.00 1.70 -0.02 0.01 1.90 0.00 -0.02 1.54 0.02 0.01 1.78 0.01 0.01 1.70

3817 0.00 0.00 1.65 -0.03 0.00 1.68 0.01 -0.05 1.62 0.02 0.02 1.64 0.01 0.04 1.61

3818 0.00 0.01 1.63 -0.02 -0.02 2.12 0.00 -0.05 1.68 0.02 0.04 1.83 0.01 0.05 1.64

3819 0.00 0.01 2.44 -0.01 0.07 3.21 0.00 -0.03 1.62 0.01 0.05 2.95 0.00 0.05 3.03

3820 0.00 0.00 1.72 -0.01 0.03 2.38 0.00 -0.04 0.92 0.00 0.02 2.17 0.00 0.04 2.24

3821 0.00 0.00 1.85 -0.01 0.00 1.95 0.00 -0.05 0.92 0.00 0.02 2.20 0.00 0.04 2.30

3822 0.00 0.01 2.74 -0.01 -0.02 2.75 0.00 -0.04 1.73 0.00 0.04 3.16 0.00 0.05 3.25

3823 0.00 0.00 1.47 -0.01 0.06 0.15 0.00 -0.04 2.12 0.01 0.04 2.19 0.00 0.05 2.14

3824 0.00 -0.01 2.82 -0.01 0.03 1.47 0.00 -0.05 3.55 0.00 0.02 3.47 0.00 0.03 3.45

3825 0.00 0.00 3.06 -0.01 0.00 3.27 0.00 -0.05 3.93 0.00 0.02 3.37 0.00 0.04 3.61

3826 0.00 0.00 1.63 -0.01 -0.02 2.00 0.00 -0.05 2.46 0.00 0.03 2.01 0.00 0.05 2.20


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3827 0.00 0.00 1.50 -0.02 0.07 1.25 0.00 -0.04 1.43 0.01 0.04 1.50 0.00 0.05 1.57

3828 0.00 0.00 1.64 -0.03 0.04 1.58 0.00 -0.05 1.58 0.01 0.03 1.60 0.00 0.04 1.61

3829 0.00 0.00 1.72 -0.02 0.02 1.44 0.00 -0.02 1.76 0.01 0.01 1.77 0.00 0.01 1.75

3830 0.00 0.00 1.86 -0.02 0.00 1.91 0.00 -0.02 1.90 0.01 0.01 1.87 0.00 0.01 1.88

3831 0.00 0.00 1.70 -0.02 0.00 1.72 0.00 -0.05 1.64 0.01 0.02 1.69 0.01 0.04 1.68

3832 0.00 0.00 1.58 -0.02 -0.02 1.85 0.00 -0.05 1.48 0.01 0.03 1.70 0.00 0.05 1.64

3833 -0.01 0.00 1.09 -0.04 0.07 1.14 0.00 -0.04 0.75 0.02 0.04 1.36 0.01 0.05 1.60

3834 -0.01 0.00 2.60 -0.05 0.04 4.23 0.00 -0.05 1.75 0.03 0.03 3.40 0.01 0.04 3.10

3835 -0.01 0.00 1.65 -0.05 0.02 1.62 0.00 -0.02 1.64 0.03 0.01 1.63 0.01 0.02 1.63

3836 0.00 0.00 1.70 -0.04 0.00 0.87 0.00 0.00 1.79 0.03 0.00 2.02 0.01 0.00 1.98

3837 -0.01 0.00 2.88 -0.04 0.00 3.49 0.00 0.00 2.90 0.03 0.00 3.24 0.01 0.01 3.19

3838 0.00 0.00 1.71 -0.04 0.00 1.64 0.00 -0.02 1.70 0.03 0.01 1.68 0.01 0.02 1.69

3839 0.00 0.00 2.77 -0.05 0.00 1.99 0.00 -0.05 1.90 0.03 0.02 3.25 0.01 0.05 3.26

3840 0.00 0.00 1.00 -0.04 -0.02 1.40 0.00 -0.05 0.48 0.02 0.03 1.40 0.01 0.05 1.48

3841 0.01 0.00 2.49 -0.01 0.06 0.12 0.02 -0.04 3.63 0.04 0.04 3.55 0.03 0.04 3.32

3842 0.01 0.00 1.05 -0.01 0.03 0.62 0.01 -0.04 1.56 0.04 0.02 1.57 0.03 0.03 1.67

3843 0.01 0.00 1.54 -0.01 0.01 1.36 0.01 -0.02 1.74 0.04 0.01 1.69 0.03 0.01 1.72

3844 0.01 0.00 2.42 -0.01 0.00 1.72 0.01 -0.01 2.63 0.04 0.00 2.73 0.03 0.00 2.81

3845 0.00 0.00 1.50 -0.01 0.00 1.89 0.01 -0.01 1.50 0.03 0.00 1.87 0.03 0.00 1.91

3846 0.00 0.00 1.51 -0.02 0.00 1.39 0.01 -0.02 1.74 0.03 0.01 1.59 0.03 0.01 1.64

3847 0.00 0.00 0.97 -0.02 0.00 0.76 0.00 -0.04 1.66 0.03 0.02 1.33 0.03 0.03 1.51

3848 0.00 0.00 2.64 -0.02 -0.03 3.73 0.00 -0.05 3.81 0.03 0.03 3.29 0.02 0.04 3.38


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Figure 09: Diagram of arrangement of support BRIO Jack & base plates on SAP2000

Maximum loadin this support =4.95Ton byCOMB2


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3531 1.31 2.72 -4.06 41.94 -32.56 -3.39 0.09 27.69 -4.01 21.93 26.27 -3.55 11.41 27.23 -3.71

3532 1.31 -0.39 -4.43 41.92 -1.23 -5.21 0.08 32.32 -4.28 21.93 15.41 -3.86 11.41 21.77 -3.99

3533 1.57 0.42 -4.29 39.31 -9.38 -4.16 -0.30 31.14 -4.29 21.49 15.56 -4.1 12.78 21.41 -4.08

3534 1.57 0.16 -4.54 39.31 -6.79 -4.22 -0.30 31.51 -4.24 21.49 15.25 -4.12 12.78 21.37 -4.12

3535 1.57 0.79 -6.19 39.32 -13.17 -6.81 -0.30 30.58 -6.31 21.49 16.44 -5.46 12.78 21.72 -5.6

3536 1.57 1.53 -6.04 39.32 -20.61 -4.49 -0.30 29.47 -6.23 21.49 19.4 -4.95 12.78 23.15 -5.45

3537 1.57 1.91 -4.17 39.32 -24.38 -4.09 -0.30 28.92 -4.18 21.49 21.37 -3.94 12.78 24.25 -3.98

3538 1.57 2.17 -4.43 39.32 -26.99 -5.31 -0.30 28.51 -4.19 21.49 22.84 -3.76 12.78 25.1 -4.06

3539 1.57 2.72 -4.32 39.32 -32.55 -3.63 -0.30 27.69 -4.14 21.49 26.27 -3.62 12.79 27.23 -3.75

3540 1.57 -0.39 -4.58 39.30 -1.23 -5.84 -0.30 32.32 -4.23 21.49 15.41 -3.69 12.79 21.77 -3.85

3541 2.12 0.42 -4.18 33.75 -9.38 -3.86 -1.12 31.14 -4.74 21.27 15.56 -3.67 15.92 21.41 -3.55

3542 2.12 0.16 -4.53 33.75 -6.78 -3.89 -1.12 31.51 -5.43 21.27 15.25 -3.7 15.92 21.37 -3.51

3543 2.12 0.79 -4.97 33.74 -13.17 -5.70 -1.12 30.57 -5.16 21.27 16.44 -4.19 15.92 21.72 -4.25

3544 2.12 1.53 -4.91 33.75 -20.60 -3.64 -1.13 29.47 -5.20 21.27 19.4 -3.95 15.92 23.15 -4.33

3545 2.12 1.91 -4.20 33.75 -24.38 -3.87 -1.13 28.92 -4.69 21.27 21.37 -3.56 15.92 24.25 -3.49

3546 2.12 2.17 -4.49 33.76 -27.00 -4.47 -1.13 28.51 -5.30 21.27 22.85 -3.52 15.92 25.1 -3.41

3547 2.12 2.72 -4.43 33.76 -32.55 -2.84 -1.13 27.69 -5.31 21.27 26.26 -3.09 15.92 27.23 -3.39

3548 2.12 -0.39 -4.63 33.75 -1.23 -5.57 -1.12 32.32 -5.47 21.27 15.41 -3.75 15.92 21.77 -3.56

3549 0.20 0.43 -6.36 53.15 -9.38 -6.70 1.75 31.15 -5.65 25.67 15.57 -5.81 7.196 21.41 -5.79

3550 0.95 0.42 -6.63 45.71 -9.38 -6.66 0.66 31.14 -6.83 22.89 15.56 -6.23 9.581 21.41 -6.16

3551 -0.18 0.81 -5.79 56.93 -13.16 -6.72 2.30 30.60 -5.49 27.42 16.46 -5.13 7.069 21.73 -5.38

3552 -0.18 1.54 -5.85 56.93 -20.59 -5.06 2.30 29.50 -5.45 27.42 19.41 -5.33 7.069 23.16 -5.47

3553 0.19 1.91 -5.90 53.15 -24.38 -5.92 1.73 28.93 -5.25 25.65 21.37 -5.41 7.179 24.25 -5.31

3554 0.93 1.91 -6.09 45.71 -24.38 -5.27 0.64 28.92 -6.23 22.87 21.37 -5.45 9.562 24.25 -5.56

3555 1.31 0.79 -6.10 41.92 -13.17 -6.36 0.09 30.58 -6.06 21.93 16.44 -5.68 11.41 21.72 -5.66

3556 1.31 1.53 -5.78 41.93 -20.60 -4.81 0.09 29.47 -5.79 21.93 19.4 -5.16 11.41 23.15 -5.36

3617 0.19 0.80 -8.71 53.14 -13.16 -8.27 1.74 30.59 -8.03 25.66 16.45 -8.16 7.186 21.73 -8.17

3618 0.20 1.54 -8.43 53.15 -20.60 -9.03 1.74 29.49 -7.80 25.66 19.41 -7.71 7.188 23.15 -7.85

3619 0.94 0.80 -8.97 45.71 -13.16 -8.23 0.65 30.58 -9.03 22.88 16.45 -8.34 9.571 21.72 -8.45

3620 0.94 1.53 -8.59 45.71 -20.60 -8.47 0.65 29.48 -8.62 22.88 19.4 -8.08 9.571 23.15 -8.06

5453 -0.72 -0.11 -4.86 62.30 -4.00 -5.61 3.09 31.93 -4.70 30.2 15.2 -4.26 8.322 21.49 -4.55

5454 -0.72 1.17 -6.12 62.30 -16.87 -6.17 3.09 30.06 -5.59 30.2 17.76 -5.7 8.321 22.32 -5.65

5455 -0.72 2.45 -4.77 62.32 -29.78 -4.29 3.09 28.12 -4.62 30.2 24.52 -4.38 8.323 26.13 -4.46

5456 1.85 -0.11 -4.88 36.53 -4.00 -5.16 -0.71 31.91 -5.12 21.26 15.19 -4.49 14.33 21.49 -4.41

5457 1.85 1.16 -6.18 36.53 -16.89 -5.78 -0.71 30.03 -6.33 21.26 17.75 -5.74 14.32 22.31 -5.71

5458 1.85 2.44 -4.72 36.54 -29.78 -4.42 -0.71 28.10 -5.02 21.26 24.52 -4.16 14.33 26.12 -4.31

5459 0.58 -0.11 -7.83 49.43 -4.01 -8.28 1.21 31.92 -7.65 24.15 15.19 -7.36 8.114 21.49 -7.53

5460 0.56 2.45 -6.15 49.44 -29.77 -5.37 1.18 28.10 -5.96 24.13 24.52 -5.64 8.092 26.12 -5.85


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Figure 11: Diagram of joints arrangement on top level on SAP2000

Maximum lateralmovement

28.88*3.5=101.10mm

memoria de cálculo vessel scafolding v01- english

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