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Belje Winery

The Belje Winery project involved an 8 month process comprising structural design, detail design, workshop documentation and execution which wereall done in a continuous work flow. We were asked to take over an existing design in progress and reduce steel construction costs without exceeding the deadline, to ensure the vintage and large impending harvest of grapes would not be wasted.

At the point we were introduced to the project, the building contractor was already preparing the site, hence precise coordination was essential for the success of the project.

A complete revamp of the original design resulted in an alternative approach to construction that helped the contractor fabricate and erect the construction quickly and with ease. It was thanks to our expertise in cutting edge structural steel software that we were able to coordinate, develop and send detailed designs including 690 (of a total of 2760) corresponding workshop drawings to the steel fabricator within 3 weeks of beginning the project.

The greatest challenge was to maintain worker efficiency on site while resolving structural and architectural issues.

T +385 (0)1 466 4000 www.nosivestrukture.hr

Reception Pavillion

20.6 × 10.6m; 5.3m heightSteel/composite structure Foot Bridge

Two spans 32.1+ 6.2m; width 3mSteel structure

At the opening ceremony the bridge supported over 350 people who werequeueing to go into the main building

Main Building

Plan layout 55 × 153m with heights ranging from 10.8 – 18.3m

Dilatation 123 + 32m two-bay frames withheights 12.7–17.6mTruss height 2.1m10m frames raster Roof girderTrusses 2m high at 5m rasterSteel/composite structure

Dilatation 2 2 × 27.5m two-bay frames Heights 10.2 – 12.7m Truss height 2m

Karanac Farm Complex:

Roof Design

We created a detailed structural design ofa steel roof Truss, including workshop documentation and production supervision for the Karanac Farm Complex. The simple yet efficient roof design was requested by the client in order to improve on the existing timber roofs the client had throughout his site. To date, the complex is still expanding and incorporating the same Truss design across all new developments.


Power Plant Exhaust

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7

-0.500

0.0000.300

1.00

2.000

3.300

6.300

3.713

8.300

10.300

12.300

15.300

18.300

19.133

21.300

24.300

25.000

27.300

30.300

0.300

6.300

2.000

3.300

6.300

3.7133.713

0.000

2.000

0.300

-0.500

6.300

0.0000.300

2.000

3.713

3.300

1.00

0.000

1.00

-0.500

1.00

3.300

-0.500

1 3 5

D=4794Gas PathGas Path

4998

DETJ

JJ

FlangeL200*100*10

G

16162.514029

2661.1

H

F

E

D

BC

A

DETCInsulation

4200

FlangePL10*150FlangePL10*150

4829

cc

bb

aa

2752

5504

5520

Foundation C20/25

DETFInsulation

3162.5

T.O.C.+0.300

B.O.S.+0.330

2133.5

2133.6

2752

8

Transition piece

DETFInsulation

DETDInsulation

8

FlangePL15*113

DETGInsulation

DETEInsulation

3200

4000 2538.9

30°

Silencer Duct

1736 289

Transition piece

Drainage

Manhole

FlangePL10*150FlangePL10*150

DETEInsulation

DETGInsulation

DETDInsulation

T.O.G.+8.800

FlangePL10*150

FlangeL150*100*10

FlangePL10*150

T.O.G.+16.000

T.O.G.+25.000

100InsideInsulation

InsideInsulation

2

DETHField joint

DETHField jointAircraft Warning Lights

8

B.O.S.+0.340T.O.C.+0.300

Foundation C20/25

Manhole

DETHField joint

DETBInsulation

DETAInsulation

2 100 InsideInsulationInsideInsulation

Monitoring Ports231

1300

Sample Port

Sample Port

1500

EPA Test Port

EPA Test Port

1700

Opacity Port

Opacity Port

132

8

77

A

C

EAircraft Warning Lights

2507

2750

PL2990*8

90°

270°

0°180°

10°

Grating 30 mm

Aircraft Warning Lights

Grating 30 mm

440770



This was one of our most complex steel detailing models. The construction detailing was made for our client in Germany and the construction itself was erected at 3 different sites in Saudi Arabia. The construction was produced multiple times for each location as new elements of existing gas power plants. It consisted of 2 main parts–an exhaust stack and silencer duct. The projects greatest challenge was the need for very precise detailing, ranging from welded pins that hold insulation and inner sheeting,to obstruction lights on an exhaust platform.

The inner sheeting was particularly complex to model due to heavy corner geometry while we also needed to ensure that the fabrication drawings were issued in such manner that after production the inner sheeting coveredthe entire insulation area. Every sheet required its ownunique position within the construction along with different moving and fixed points to allow for the high temperatures inside the construction. The final model consisted of 34 338 individually designed elements.

Tehnical Specification

Exhaust Stack: 30m high, 5.014m radius44 448kg weight of outer layer steelSilencer Duct: 11.36 × 6.31mOuter layer steel weight: 29 395kgInner sheeting weight: 13 675kgSilencer Baffles: 7 830kgOverall weight: 103 490kg

6/21

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6/5

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6/506/50

6/5

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6/5

6/56/5

6/5

6/56/56/5

6/5

6/85

6/84

6/31

6/50

6/50

6/506/50

6/51

6/51

6/8

6/8

6/24

6/30

6/51

6/8

6/25

6/56/5

6/56/5

6/5

6/56/56/5

6/56/5

6/5

6/56/56/5

6/56/56/5

6/56/56/5

6/56/56/5

6/56/56/5

6/56/56/5

6/56/56/5

7

3.300

2.000

-0.500

0.3000.000

1.00

6.300

8.300

12.300

3.713

10.300

21.300

19.133

18.300

15.300

21.300

30.300

24.300

25.000

24.300

30.300

27.300

25.000

27.300

Axis C-C (Front View)1:50

AA 1215

3000

10*2

65=2

650

6/50

I

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8300

29*2

65=7

685

110

155

110

235

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139

1856/40

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6/43

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L

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6/5 6/56/1FlangePL/48

6/39

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6/47

6/29

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6/28

2000

350

5*26

5=13

2532

035

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6/51

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6/5

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65=2

650

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6/50

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65=2

650

6/50

6/50

6/5 6/5

6/5

6/5

6/5

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65=2

650

120 57

6/7

6/5 6/5

6/5 6/5

8

6/7

1215

6/5

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6/5

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6/5

110

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1215

110460

110

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6/7

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110

6/5

6/56/5

6/5

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120

8

Substructure of

Solar and PV panel


The project involved ensuring the stability of solar or PV panel substructures. We designed several substructure variations specifically crafted to the varying climate conditions of the different distribution territories. For the most part, the substructure was made of steel elements with a frame containing a cantilevered column, main beam and bracing elements. The solar or PV panels were supported by aluminum beams on a wide range of spans and rasters. Our design work ran concurrently with that of the marketing department so that they could deliver a cost estimate to the clients.

The key consideration and concern throughout the project was that the solar panels were to be distributed worldwide. Hence we dedicated a considerable amount of the timeline to educating ourselves in the international codes and standards for structural design which underpinned the success of the project.

This project involved the development of complex structural design calculations for an agricultural equipment fabricator. The calculations were carried out for various animal feed storage silos which resulted in the optimization of the existing product line.

Storage Silo

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Terminal for the reloading of grain and oil seed cargo at the Danube river port of Vukovar. It consisted of a 205m long docking facility that is able to berth river ships and barges with a loading capacity of up to 3 000t and a length of 120m. We were briefed to prepare detailed designs and workshop drawings for multiple constructions at the terminal. We also supervised the fabrication of the steel structures.

Vukovar Grain Cargo Terminal

AB

+86.240=0.00

+85.20

+84.40

+84.02

+83.60

+81.70

+80.80+80.70

+79.2+79.15

1600

12292 Kota ankeraKota ankera

10115

MN/2

2700

100 5737

3215

3133

5.3°

5897

100 816 4921

MN/4

teren

+83.60MN/6

Fischer FAZ 20/60

DET B

teren

+80.90

180 Kotu provjeriti u naravi!Kotu provjeriti u naravi!Fischer FAZ 20/60

94

82

2476

2118

Fischer FAZ 20/60

PMN/10

MN/7 MN/8

Betonska greda 70x100

Betonski stup

100

152

198

PMN/12Fischer FAZ 20/60


Ogradu (sklop MN/8 i MN7)pripasatii zavaritin na gradilištu na lim

180

Kota ankera

PMN/11

A B

+86.240=0.00

+85.20

+84.40

+84.02

+83.60

+81.70

+80.80+80.70

+79.2+79.15

1600

10115

12292

MN/2

198

2476

2118

PMN/11

PMN/12

Fischer FAZ 20/60

Fischer FAZ 20/60

PMN/10

Fischer FAZ 20/60

MN/8

152

Betonski stup

100


180

Kota ankera

Kota ankera

Ogradu (sklop MN/8 i MN7)pripasatii zavaritin na gradilištu na lim


4921 816 100 Kotu provjeriti u naravi!Kotu provjeriti u naravi!

27003215

3133

5897

5737 100 Kota ankeraKota ankera

5.3°

180

+80.90

teren

Fischer FAZ 20/60

DET B

82

MN/4

+83.60

teren

Fischer FAZ 20/60MN/6

teren

Postojeci beton pripremiti za stup na licu mjesta. U slucaju kolizije odstraniti višakbetona ili u sprotnom podliti s masom zapodlijevanje npr. Sika grout MB30

Fischer FAZ 20/60

MN/5 MN/4

DETAIL B

1:10


Technical Specification

The largest construction within terminalwas a two storey bridge conveyor:Plan Layout: 2.0 × 45m Span Lengths: 7.0 + 12.8 + 12.4 + 12.8m Pylon heights: 19.0m, 9.8m and 9.5m

Wastewater

Treatment Plant


Our work involved the structural analysis, framework and reinforcement drawings for the circular center-feed clarifier with a scraper sludge removal system as well as all related auxiliary facilities. The tank has a capacity of approximately 3 217m3. The clarifier consists of the tank which has a diameter of 32m. The tank wall is 4m high with a uniform thickness of 0.4m. The base slab is 0.4m thick, with 6.6% slope towards the center. The sludge drain channel is positioned at the top of the tank wall. The channel consists of a 0.2m thick wall and a base slab that is 0.3m thick.

Top LayerBottom Layer

CL

142

102

60

56

60 Radius 7.35 m

Radius 1.54 m

Radius 8.02 m

60 Radius 7.35 m Radius 7.35 m

Radius 8.02 m

RAFT PLATECIRCULAR REINFORCEMENT

Radiu

s 8.02

m

Radius 7.31 m

3010030010030

660

302004012708050080127040

2303280

Section D-DScale 1:50

3,0

1,5

190 120 190

50

350

89

274

30

100

560

893

50

350

167

30

50

246

50 30 250 48 202 30 50

3130

105

275

+451,36

+445,07

+445,57

+449,07

+449,96+450,20

+450,74

+451,54

+453,00

+453,50

+454,00 +454,00

3130

330

50

115

159

30

100

1310 40 4015 60 350 60 1540 40 1310

280 280

SLOPE SLOPE

2

1

1

66

7

BLINDING CONCRETE

5

453.10

Detail No. 1

453,10

454,00

+453,00

453,50453.50453,50

SCUM CHAMBER

SCUM BOX

The scope of this project included structural analysis, framework and reinforcement drawings of the Activated Sludge Tank (AST) and all auxiliary facilities. The AST consists of two tanks of approximately 40 × 65m each and 5.6m height. The tank is composed of RC walls supported on a raft foundation slab with thickening under the main walls. The average base slab thickness is 0.4m with four drainage pits in each chamber. Secondary walls in each chamber are 5.6m high with uniform thickness of 0.3m. External tank walls are 5.6m in height, with variable thickness ranging between 0.35m to 0.7m. Other auxiliary facilities on the tank are two service bridges. Their concrete grade was C25/30 with a concrete cover of 5cm.

The center-feed system is located in center of the structure and is supported by 8 concrete 40 × 40cm columns. Other auxiliary facilities along the reservoir are a drainage chamber, a de-sludging chamber and scum chamber. The thicknesses of the walls and chamber base slabs is 0.3m, apart from the base slab of the de-sludging chamber which is 0.4m. At the top of the de-sludging chamber there are gratings and stair access. The grade of the concrete is C25/30 with a concrete cover of 50mm.

21

Construction stage border






12222

2

2

22221

2 2

2

2 +452.93

+452.93

+452.13

+452.13

+452.13

+452.13

461 789 50 3901 50 789 461

Zürich Stadium


This design for a stadium in Zürich with a capacity for 20 000 people, will become home to two football clubs if it is successful in passing through to development. For this stage of the project we were required to provide a cost estimate focussing on the steel and concrete structures. The stadium roof is made from cantilever trusses with a 24m span on 21.2m raster. The trusses are supported with large vertical oriented trusses called “Mega-Columns” that are 23m in height. The total weight of all the steel structures was 1 100 000kg. In order to get an accurate cost estimate of the precast Raker beams we made a 3D model in Allplan to ascertain the number of different types of beams. We then built a 3D model to find out the total reinforcement weight for each type of beam.

±0.00

+0.91

+6.95

Treppenelem ent

S.TG. -2

S4

OrtbetonDecke

Balken 60x60cm

1S1S

S.TG. -9

Detail A

Detail B

±0.00

+6.48

+13.37

Detail C1

1915 7985 60 675 60 150 255

548

6040

5865

25100

25 45 60

±0.00

+6.48

+14.24

±0.00

+0.91

+6.95

S2

Balken 60x60cm

OrtbetonDecke

S.TG. -9Treppenelement

S.TG. -4

3S3S

Detail A

Detail B

Detail C

1915 792 60 971 60 316 85

548

6040

671

251002

5

385 60

±0.00

+6.48

+13.37

±0.00

+6.925+7.46

S4

OrtbetonDecke

S3 S3

S.TG. -5

Balken 60x60cm

OrtbetonWand

Ortbeton

Detail B1

Detail C1

232 60 675 60 150 255

548

6040

5865

25100

±0.00

+0.91

+6.95

S.TG. -1

OrtbetonDecke

S.TG. -9Treppenelem ent

S2

Balken 60x60cm

S1S1

Detail A

Detail B

±0.00

+6.48

+14.24

Detail C

1915 7985 60 675 60 320 85

548

6040

6735

251002

5

25 45 60

ns brochure

Engineering