design of silo bangladesh.pdf

Project : Holcim Cement (Bangladesh) Ltd. Project Bistaar

Design Calculation of Cement Silo

Document No. :

DESIGN-CS-HBL-R3

Index: 1. Introduction 2. Regulation Considered 3. Material 4. Structure General Arrangement 5. Primary Loads and Load Combinations 6. Input : Loading Diagram 7. Input: Node & Member Diagram 8. Output: STAAD Input File 9. Output: Code Check Ratio of members 10. Output: Silo Plate Design 11. Output: Deflection Diagram 12. Connection Design 13. Foundation Loading

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Revision-3 SUMMARY: 1. Silo (bottom portion) & Hopper Plate Thickness increased from 16mm to 20 mm. 2. Silo & Hopper Plate specification revised revised to ASTM A36 grade plate plate of fy = 245 MPa. 3. Anchor Bolt Grade revised to 8.8 grade from 4.6 grade.

Page-2

Index: 1. Introduction 2. Regulation Considered 3. Material 4. Structure General Arrangement 5. Primary Loads and Load Combinations 6. Input : Loading Diagram 7. Input: Node & Member Diagram 8. Output: STAAD Input File 9. Output: Code Check Ratio of members 10. Output: Silo Plate Design 11. Output: Deflection Diagram 12. Connection Design 13. Foundation Loading

Page-3 Page-4 Page-5 Page-6 Page-15 Page-42 Page-72 Page-97 Page-140 Page-145 Page-154 Page-168 Page-177

Revision-3 SUMMARY: 1. Silo (bottom portion) & Hopper Plate Thickness increased from 16mm to 20 mm. 2. Silo & Hopper Plate specification revised revised to ASTM A36 grade plate plate of fy = 245 MPa. 3. Anchor Bolt Grade revised to 8.8 grade from 4.6 grade.

Page-2

INTRODUCTION The structures included in this report start from the concrete wall top that supports our SILO structure and that is placed placed at a height from the the ground at elevation + 17.500. The installation includes one attached CIRCULAR silo of height of 20.518 m., internal diameter 16.00m and hopper of height 10.787m. This Silo hopper is concentric with silo centreline. The entire structure will be designed de signed with structural profiles with plates welded to them to support the pressure of the material. Silo roof is also supporting the Air Slide Gallery structure connecting this New Silo and the existing Silo. At one side of Cement Silo a steel structure is self sel f standing, taking NO support from this cement silo, for Bucket Elevator and Stair to access acce ss the Silo Roof.

Page-3

REGULATIONS CONSIDERED The following Regulations were used in this Project for calculation basis purposes: •

Eurocode 0: Basis of Structural Design.

•

Eurocode 1: Actions on Structures. Part 1-1: General Actions – Densities, Self-weight, Imposed Loads for buildings. Part 1-4: General Actions – Wind Actions. Part 4: Silos and Tanks.

•

Eurocode 3: Steel structures’ project.

•

Eurocode 8: Seism resistant project arrangements. Part 1-1: General regulations. Seism actions and general structure requirements Part 1-2: General regulations. General regulations for buildings. Part 1-3: General regulations. Specific regulations for different materials and elements

•

HBL/2011-11/03 Standard Design Criteria: June 2010 - CONTRACT PART IV-1-4 : CIVIL AND STRUCTURAL WORKS

Page-4

MATERIALS

The following structural materials are considered in this project:





Steel in structures: ASTM A36/KS D3503 SS 400

−

f y = 245 N/mm2

−

f u = 400 N/mm2

−

E = 2,1 x 105 N/mm2

Steel in screws for structures: 8.8

−

f y = 640 N/mm2

−

f u = 800 N/mm2

−

E = 2,1 x 105 N/mm2

The partial safety coefficients of the properties of the materials used are:

Steel :

γ m

= 1,1

Page-5

STRUCTURE GENERAL ARRANGEMENT

3D Rendered View

Page-6

EXISTING SILO

Note: Separate STAAD file has been prepared to calculate loads on Silo from Air Slide Gallery to Existing Silo.

3D Rendered View - AIR SLIDE GALLERY TO EXISTING SILO

Page-7

Part Copy of Mechanical Input Drawing

Note: This bucket elevator will be a separate tower, self standing from ground and without any support from Silo structure

Page-8


Page-9


Page-10


Page-11


Page-12

Air Slide on Silo Roof

Silo Roof

Silo Roof Ring Beam

Waist Ring Beam (24 nos. equally space support with concrete wall)

Concrete wall 700mm thick below Waist Ring Beam

Platform at +7.500m

Y X Z

Whole Structure

Page-13

Support on Silo Roof Ring Beam (Slot hole connection along the Air Slide direction)

Y X Z

AIR SLIDE GALLERY TO EXISTING SILO

Page-14

Primary Loads & Load Combinations

Page-15

LOAD COMBINATIONS Load combinations are based on following tables : ALL LOAD COMBINATIONS OTHER THAN SEISMIC

LOAD COMBINATIONS Load combinations are based on following tables : ALL LOAD COMBINATIONS OTHER THAN SEISMIC

SEISMIC LOAD COMBINATIONS

Page-16

Basic Load Cases

Basic Load Cases Number

Name

11

DEAD LOAD

12

LIVE LOAD

13

E QUI PM EN T LOA D EX CE PT MA TER IA L

21

SILO FILLING : PHF

22

SILO FILLING : PWF

23

SILO FILLING : PNF

24

SILO FILLING : PTF

25

SILO FILLING : PATCH

31

SILO DISCHARGE : PHE

32

SILO DISCHARGE : PWE

33

SILO DISCHARGE : PNE

34

SILO DISCHARGE : PTE

35

SILO DISCHARGE : PATCH

50

E QUI PM EN T LOA D I NCL UDI NG SI LO M A

51

MONORAIL CASE-1

52

MONORAIL CASE-2

53

MONORAIL CASE-3

54

MONORAIL CASE-4

61

WIND LOAD-Z

62

WIND LOAD X

71

SEISMIC LOAD X

72

SEISMIC LOAD Z

Combination Load Cases Comb. 101

102

111

112

113

114

131

Combination L/C Name DL+LL+EQL1

DL+LL+EQL2

DL+MR1+LL

DL+MR2+LL

DL+MR3+LL

DL+MR4+LL

DL+LL+EQL1+WLZ

Primary

Primary L/C Name

Factor

11

DEAD LOAD

1.35

12

LIVE LOAD

1.50

13

EQUIPMENT LOAD EXCEPT MATERIAL

1.50

21

SILO FILLING : PHF

1.50

22

SILO FILLING : PWF

1.50

23

SILO FILLING : PNF

1.50

24

SILO FILLING : PTF

1.50

25


1.50

11

DEAD LOAD

1.35

12

LIVE LOAD

1.50

13


1.50

31


1.50

32


1.50

33


1.50

34


1.50

35


1.50

11

DEAD LOAD

1.35

51

MONORAIL CASE-1

1.50

12

LIVE LOAD

1.50

11

DEAD LOAD

1.35

52

MONORAIL CASE-2

1.50

12

LIVE LOAD

1.50

11

DEAD LOAD

1.35

53

MONORAIL CASE-3

1.50

12

LIVE LOAD

1.50

11

DEAD LOAD

1.35

54

MONORAIL CASE-4

1.50

12

LIVE LOAD

1.50

11

DEAD LOAD

1.35

12

LIVE LOAD

1.05

Page-17

Combination Load Cases Cont... Comb.

132

133

134

135

136

137

Combination L/C Name

DL+LL+EQL1-WLZ

DL+LL+EQL1+WLX

DL+LL+EQL1-WLX

DL+LL+EQL2+WLZ

DL+LL+EQL2-WLZ

DL+LL+EQL2+WLX

Primary

Primary L/C Name

Factor

13


21

SILO FILLING : PHF

1.50

22

SILO FILLING : PWF

1.50

23

SILO FILLING : PNF

1.50

24

SILO FILLING : PTF

1.50

25


1.50

1.50

61

WIND LOAD-Z

0.75

11

DEAD LOAD

1.35

12

LIVE LOAD

1.05

13


1.50

21

SILO FILLING : PHF

1.50

22

SILO FILLING : PWF

1.50

23

SILO FILLING : PNF

1.50

24

SILO FILLING : PTF

1.50

25


1.50

61

WIND LOAD-Z

11

DEAD LOAD

-0.75 1.35

12

LIVE LOAD

1.05

13


1.50

21

SILO FILLING : PHF

1.50

22

SILO FILLING : PWF

1.50

23

SILO FILLING : PNF

1.50

24

SILO FILLING : PTF

1.50

25


1.50

62

WIND LOAD X

0.75

11

DEAD LOAD

1.35

12

LIVE LOAD

1.05

13


1.50

21

SILO FILLING : PHF

1.50

22

SILO FILLING : PWF

1.50

23

SILO FILLING : PNF

1.50

24

SILO FILLING : PTF

1.50

25


1.50

62

WIND LOAD X

11

DEAD LOAD

-0.75 1.35

12

LIVE LOAD

1.05

13


1.50

31


1.50

32


1.50

33


1.50

34


1.50

35


1.50

61

WIND LOAD-Z

0.75

11

DEAD LOAD

1.35

12

LIVE LOAD

1.05

13


1.50

31


1.50

32


1.50

33


1.50

34


1.50

35


1.50

61

WIND LOAD-Z

11

DEAD LOAD

1.35

12

LIVE LOAD

1.05

13


1.50

31


1.50

32


1.50

33


1.50

Page-18

-0.75


138

141

142

143

144

145

146


DL+LL+EQL2-WLX

DL+LL+EQL1+WLZ

DL+LL+EQL1-WLZ

DL+LL+EQL1+WLX

DL+LL+EQL1-WLX

DL+LL+EQL2+WLZ

DL+LL+EQL2-WLZ

Primary

Primary L/C Name

Factor

34


1.50

35


1.50

62

WIND LOAD X

0.75

11

DEAD LOAD

1.35

12

LIVE LOAD

1.05

13


1.50

31


1.50

32


1.50

33


1.50

34


1.50

35


62

WIND LOAD X

11

DEAD LOAD

1.35

12

LIVE LOAD

1.05

13


1.50

21

SILO FILLING : PHF

1.50

22

SILO FILLING : PWF

1.50

23

SILO FILLING : PNF

1.50

24

SILO FILLING : PTF

1.50

25


1.50

61

WIND LOAD-Z

1.50

11

DEAD LOAD

1.35

12

LIVE LOAD

1.05

13


1.50

21

SILO FILLING : PHF

1.50

22

SILO FILLING : PWF

1.50

23

SILO FILLING : PNF

1.50

24

SILO FILLING : PTF

1.50

25


61

WIND LOAD-Z

11

DEAD LOAD

1.35

12

LIVE LOAD

1.05

13


1.50

21

SILO FILLING : PHF

1.50

22

SILO FILLING : PWF

1.50

23

SILO FILLING : PNF

1.50

24

SILO FILLING : PTF

1.50

25


1.50

1.50 -0.75

1.50 -1.50

62

WIND LOAD X

1.50

11

DEAD LOAD

1.35

12

LIVE LOAD

1.05

13


1.50

21

SILO FILLING : PHF

1.50

22

SILO FILLING : PWF

1.50

23

SILO FILLING : PNF

1.50

24

SILO FILLING : PTF

1.50

25


1.50

62

WIND LOAD X

11

DEAD LOAD

-1.50 1.35

12

LIVE LOAD

1.05

13


1.50

31


1.50

32


1.50

33


1.50

34


1.50

35


1.50

61

WIND LOAD-Z

1.50

11

DEAD LOAD

1.35

Page-19


147

148

151

152

153


DL+LL+EQL2+WLX

DL+LL+EQL2-WLX

DL+WLZ

DL-WLZ

DL+WLX

Primary

Primary L/C Name

Factor

12

LIVE LOAD

1.05

13


1.50

31


1.50

32


1.50

33


1.50

34


1.50

35


61

WIND LOAD-Z

11

DEAD LOAD

1.35

12

LIVE LOAD

1.05

13


1.50

31


1.50

32


1.50

33


1.50

34


1.50

35


1.50

62

WIND LOAD X

1.50

11

DEAD LOAD

1.35

12

LIVE LOAD

1.05

13


1.50

31


1.50

32


1.50

33


1.50

34


1.50

35


62

WIND LOAD X

11

DEAD LOAD

1.35

61

WIND LOAD-Z

1.50

1.50 -1.50

1.50 -1.50

11

DEAD LOAD

61

WIND LOAD-Z

1.35

11

DEAD LOAD

1.35

62

WIND LOAD X

1.50

DEAD LOAD

1.35

-1.50

154

DL-WLX

11 62

WIND LOAD X

161

DL+LL+EQL1+SELX

11

DEAD LOAD

1.00

12

LIVE LOAD

0.30

13


0.80

21

SILO FILLING : PHF

0.80

22

SILO FILLING : PWF

0.80

23

SILO FILLING : PNF

0.80

24

SILO FILLING : PTF

0.80

25


0.80

162

163

DL+LL+EQL1-SELX

DL+LL+EQL1+SELZ

-1.50

71

SEISMIC LOAD X

1.00

11

DEAD LOAD

1.00

12

LIVE LOAD

0.30

13


0.80

21

SILO FILLING : PHF

0.80

22

SILO FILLING : PWF

0.80

23

SILO FILLING : PNF

0.80

24

SILO FILLING : PTF

0.80

25


0.80

71

SEISMIC LOAD X

11

DEAD LOAD

1.00

12

LIVE LOAD

0.30

13


0.80

21

SILO FILLING : PHF

0.80

22

SILO FILLING : PWF

0.80

23

SILO FILLING : PNF

0.80

Page-20

-1.00


164

165

166

167

168


Primary

DL+LL+EQL1-SELZ

DL+LL+EQL2+SELX

DL+LL+EQL2-SELX

DL+LL+EQL2+SELZ

DL+LL+EQL2-SELZ

From Load Case-501 onwards are Servicibility Load combinations 501

502

DL+LL+EQL1

DL+LL+EQL2

Primary L/C Name

Factor

24

SILO FILLING : PTF

0.80

25


0.80

72

SEISMIC LOAD Z

1.00

11

DEAD LOAD

1.00

12

LIVE LOAD

0.30

13


0.80

21

SILO FILLING : PHF

0.80

22

SILO FILLING : PWF

0.80

23

SILO FILLING : PNF

0.80

24

SILO FILLING : PTF

0.80

25


72

SEISMIC LOAD Z

11

DEAD LOAD

1.00

12

LIVE LOAD

0.30

13


0.80

31


0.80

32


0.80

33


0.80

34


0.80

35


0.80

71

SEISMIC LOAD X

1.00

11

DEAD LOAD

1.00

12

LIVE LOAD

0.30

13


0.80

31


0.80

32


0.80

33


0.80

34


0.80

35


71

SEISMIC LOAD X

11

DEAD LOAD

1.00

12

LIVE LOAD

0.30

13


0.80

31


0.80

32


0.80

33


0.80

34


0.80

35


0.80

0.80 -1.00

0.80 -1.00

72

SEISMIC LOAD Z

1.00

11

DEAD LOAD

1.00

12

LIVE LOAD

0.30

13


0.80

31


0.80

32


0.80

33


0.80

34


0.80

35


0.80

72

SEISMIC LOAD Z

11

DEAD LOAD

1.00

12

LIVE LOAD

1.00

13


1.00

21

SILO FILLING : PHF

1.00

22

SILO FILLING : PWF

1.00

23

SILO FILLING : PNF

1.00

24

SILO FILLING : PTF

1.00

25


1.00

11

DEAD LOAD

1.00

12

LIVE LOAD

1.00

Page-21

-1.00


511

512

513

514

531

532

533

534

535


DL+MR1+LL

DL+MR2+LL

DL+MR3+LL

DL+MR4+LL

DL+LL+EQL1+WLX

DL+LL+EQL1-WLX

DL+LL+EQL1+WLZ

DL+LL+EQL1-WLZ

DL+LL+EQL2+WLX

Primary

Primary L/C Name

Factor

13


31


1.00

32


1.00

33


1.00

34


1.00

25


1.00

1.00

11

DEAD LOAD

1.00

51

MONORAIL CASE-1

1.00

12

LIVE LOAD

1.00

11

DEAD LOAD

1.00

52

MONORAIL CASE-2

1.00

12

LIVE LOAD

1.00

11

DEAD LOAD

1.00

53

MONORAIL CASE-3

1.00

12

LIVE LOAD

1.00

11

DEAD LOAD

1.00

54

MONORAIL CASE-4

1.00

12

LIVE LOAD

1.00

11

DEAD LOAD

1.00

12

LIVE LOAD

1.00

13


1.00

21

SILO FILLING : PHF

1.00

22

SILO FILLING : PWF

1.00

23

SILO FILLING : PNF

1.00

24

SILO FILLING : PTF

1.00

25


1.00

61

WIND LOAD-Z

1.00

11

DEAD LOAD

1.00

12

LIVE LOAD

1.00

13


1.00

21

SILO FILLING : PHF

1.00

22

SILO FILLING : PWF

1.00

23

SILO FILLING : PNF

1.00

24

SILO FILLING : PTF

1.00

25


1.00

61

WIND LOAD-Z

11

DEAD LOAD

1.00

12

LIVE LOAD

1.00

13


1.00

21

SILO FILLING : PHF

1.00

22

SILO FILLING : PWF

1.00

23

SILO FILLING : PNF

1.00

24

SILO FILLING : PTF

1.00

25


1.00

62

WIND LOAD X

1.00

11

DEAD LOAD

1.00

12

LIVE LOAD

1.00

13


1.00

21

SILO FILLING : PHF

1.00

22

SILO FILLING : PWF

1.00

23

SILO FILLING : PNF

1.00

24

SILO FILLING : PTF

1.00

25


1.00

62

WIND LOAD X

11

DEAD LOAD

1.00

12

LIVE LOAD

1.00

13


1.00

31


1.00

Page-22

-1.00

-1.00


536

537

538


DL+LL+EQL2-WLX

DL+LL+EQL2+WLZ

DL+LL+EQL2-WLZ

551

DL+WLX

552

DL-WLX

553

554

561

562

DL+WLZ

DL-WLZ

DL+LL+EQL1+SELX

DL+LL+EQL1-SELX

Primary

Primary L/C Name

Factor

32


1.00

33


1.00

34


1.00

35


1.00

61

WIND LOAD-Z

1.00

11

DEAD LOAD

1.00

12

LIVE LOAD

1.00

13


1.00

31


1.00

32


1.00

33


1.00

34


1.00

35


1.00

61

WIND LOAD-Z

11

DEAD LOAD

12

LIVE LOAD

1.00

13


1.00

31


1.00

32


1.00

33


1.00

34


1.00

35


1.00

62

WIND LOAD X

1.00

11

DEAD LOAD

1.00

12

LIVE LOAD

1.00

13


1.00

31


1.00

32


1.00

33


1.00

34


1.00

35


1.00

62

WIND LOAD X

11

DEAD LOAD

61

WIND LOAD-Z

1.00

11

DEAD LOAD

1.00

61

WIND LOAD-Z

11

DEAD LOAD

1.00

62

WIND LOAD X

1.00

-1.00 1.00

-1.00 1.00

-1.00

11

DEAD LOAD

62

WIND LOAD X

11

DEAD LOAD

1.00

12

LIVE LOAD

1.00

13


1.00

21

SILO FILLING : PHF

1.00

22

SILO FILLING : PWF

1.00

23

SILO FILLING : PNF

1.00

24

SILO FILLING : PTF

1.00

25


1.00

71

SEISMIC LOAD X

1.00

11

DEAD LOAD

1.00

12

LIVE LOAD

1.00

13


1.00

21

SILO FILLING : PHF

1.00

22

SILO FILLING : PWF

1.00

23

SILO FILLING : PNF

1.00

24

SILO FILLING : PTF

1.00

25


71

SEISMIC LOAD X

Page-23

1.00 -1.00

1.00 -1.00

Combination Load Cases Cont... Comb. 563

564

565

566

567

568

Combination L/C Name DL+LL+EQL1+SELZ

DL+LL+EQL1-SELZ

DL+LL+EQL2+SELX

DL+LL+EQL2-SELX

DL+LL+EQL2+SELZ

DL+LL+EQL2-SELZ

Primary

Primary L/C Name

Factor

11

DEAD LOAD

12

LIVE LOAD

1.00

13


1.00

21

SILO FILLING : PHF

1.00

22

SILO FILLING : PWF

1.00

23

SILO FILLING : PNF

1.00

24

SILO FILLING : PTF

1.00

25


1.00

72

SEISMIC LOAD Z

1.00

11

DEAD LOAD

1.00

12

LIVE LOAD

1.00

13


1.00

21

SILO FILLING : PHF

1.00

22

SILO FILLING : PWF

1.00

23

SILO FILLING : PNF

1.00

24

SILO FILLING : PTF

1.00

25


1.00

72

SEISMIC LOAD Z

11

DEAD LOAD

12

LIVE LOAD

1.00

13


1.00

31


1.00

32


1.00

33


1.00

34


1.00

35


1.00

71

SEISMIC LOAD X

1.00

11

DEAD LOAD

1.00

12

LIVE LOAD

1.00

13


1.00

31


1.00

32


1.00

33


1.00

34


1.00

35


1.00

71

SEISMIC LOAD X

11

DEAD LOAD

1.00

12

LIVE LOAD

1.00

13


1.00

31


1.00

32


1.00

33


1.00

34


1.00

35


1.00

72

SEISMIC LOAD Z

1.00

11

DEAD LOAD

1.00

12

LIVE LOAD

1.00

13


1.00

31


1.00

32


1.00

33


1.00

34


1.00

35


1.00

72

SEISMIC LOAD Z

Page-24

1.00

-1.00 1.00

-1.00

-1.00

1. Dead Load Dead Load - SELF WEIGHT Self weight of members and plates are calculatedby STAAD Pro software based on defined member size, Plate thickness, density of material

Dead Load - SILO ROOF Dead Load of Roof Plate = 0.60 kN/m2

- considering 6 th. Plate with stiffener

Beam to beam Spacing

UDL

Spacing-1

Spacing-2

DL

End Beam

0.00 m

1.20 m

0.36 kN/m

Intermediate Beam

1.20 m

1.20 m

0.72 kN/m

- UDL means Uniformly Distributed Load

Dead Load - AIR SLIDE GALLERY at top of Silo Roof ( for location Refer Mechanical drawing) Dead Load of Checkered Plate = 0.60 kN/m2 Beam to beam Spacing End Beam

UDL

Spacing-1

Spacing-2

DL

0.00 m

0.90 m

0.27 kN/m


Intermediate Beam Dead Load - PLATFORM at +7.50m (inside Concrete Silo Support) Dead Load of Grating = 0.40 kN/m2 Beam to beam Spacing

UDL

Spacing-1

Spacing-2

DL

End Beam

0.00 m

1.10 m

0.22 kN/m

Intermediate Beam

1.10 m

1.10 m

0.44 kN/m

Page-25

2. Live Load Live Load - SILO ROOF Dust Load = 1.00 kN/m2


2. Live Load Live Load - SILO ROOF Dust Load = 1.00 kN/m2 Live Load = 2.50 kN/m2 Total = 3.50 kN/m2

As per HBL/2011-11/03 Standard Design Criteria: June 2010 CONTRACT PART IV-1-4 : CIVIL AND STRUCTURAL WORKS

Beam to beam Spacing

UDL

Spacing-1

Spacing-2

DL

End Beam

0.00 m

1.20 m

2.10 kN/m

Intermediate Beam

1.20 m

1.20 m

4.20 kN/m


Live Load - AIR SLIDE GALLERY Dust Load = 1.00 kN/m2 Live Load = 1.50 kN/m2 Total = 2.50 kN/m2 Beam to beam Spacing

UDL

Spacing-1

Spacing-2

DL

0.00 m

0.90 m

1.13 kN/m

End Beam


Intermediate Beam Live Load - PLATFORM at +7.50m (inside Concrete S ilo Support) Dust Load = 1.00 kN/m2 Live Load = 2.50 kN/m2 Total = 3.50 kN/m2 Beam to beam Spacing

UDL

Spacing-1

Spacing-2

DL

End Beam

0.00 m

1.10 m

1.93 kN/m

Intermediate Beam

1.10 m

1.10 m

3.85 kN/m


3. Equipment Load All equipment loads have been applied taken from Mechanical drawings.

4. Monorail Load (below 7.50m level platform) Monorail Capacity = 20.0 kN Block Weight = 3.0 kN Total = 23.0 kN Impact = 25% Design Load with Impact = 28.8 kN

Page-26

5. Load from Air Slide Gallery between New and Existing Silo (STAAD output of Support Reaction) Note : These loads are based on Preliminary arrangement of Gallery Structure. The final layout of Gallery structure is NOT yet finalised.

5. Load from Air Slide Gallery between New and Existing Silo (STAAD output of Support Reaction) Note : These loads are based on Preliminary arrangement of Gallery Structure. The final layout of Gallery structure is NOT yet finalised. Separate calculation shall be submitted for this Gallery Structure. Along the gallery - the supports will be in Slot Hole, so that the Gallery will neither Pull nor Push the silo. Only lateral (perpendicular to gallery) loads will be transferred to Silo along with vertical loads.

Node (support point of Gallery on Silo)

L/C

Force-X kN

Force-Y kN

Force-Z kN

2376

11

0

10.37

0

Live Load

12

0

13.71

0

Equipment Load

13

0

8.12

0

Wind Z

41

0

23.36

-38.88

Wind X

42

0

0.16

0

Dead Load

Dead Load

11

0

10.7

0

Live Load

2377

12

0

13.69

0

Equipment Load

13

0

8.08

0

Wind Z

41

0

-23.36

-19.42

Wind X

42

0

-0.16

0

Page-27

Wind Load Calculation Philosophy as per EURO Code Description

Code

Reference


Code

Reference

Eurocode1: Part 1-4

Wind Load Shall be designed as per Eurocode1: Part 1-4 Peak velocity pressure qp(z) = [1+7.lv (z)].0.5. Vm2(z) = Ce(z).qb

Expression 4.8

Where, lv (z) = Terbulence intensity = k1 / [co(z).ln(z/z 0) ] K1 = 1.0 co(z) = Orography factor = 1.0 Terrain Category = III z0 = 0.3 m - for Terrain Category III zmin = 5.0 m - for Terrain Category III lv(z) = 0.285 m/s 0.256 m/s 0.238 m/s 0.226 m/s 0.217 m/s 0.204 m/s 0.195 m/s Air Density

kg/m2 1.25 Vm = Mean Wind Velocity = Cr(z).Co(z).Vb Cr(z) = Roughness factor = kr.ln(z/z 0) kr = 0.19.(z0/z0II)0.07 = 0.22 Cr(z) = 0.755 0.843 0.905 0.953 0.992 1.054 1.102

Expression 4.7 Cl. 4.4 Cl. 4.3.1 Table 4.1

At 10m height, z = At 15m height, z = At 20m height, z = At 25m height, z = At 30m height, z = At 40m height, z = At 50m height, z =

10 m 15 m 20 m 25 m 30 m 40 m 50 m Cl. 4.5

=

Vb = Vm =

45.83 34.6 38.6 41.5 43.7 45.5 48.3 50.5

Expression 4.3 Expression 4.4 Where, z0II = 0.05 m At 10m height, z = At 15m height, z = At 20m height, z = At 25m height, z = At 30m height, z = At 40m height, z = At 50m height, z =

m/s m/s m/s m/s m/s m/s m/s m/s

Expression 4.5

10 m 15 m 20 m 25 m 30 m 40 m 50 m 165 km/hr At 10m height, z = At 15m height, z = At 20m height, z = At 25m height, z = At 30m height, z = At 40m height, z = At 50m height, z =

10 m 15 m 20 m 25 m 30 m 40 m 50 m

Peak velocity pressure

At 10m height, z = At 15m height, z = At 20m height, z = At 25m height, z = At 30m height, z = At 40m height, z = At 50m height, z =

10 m 15 m 20 m 25 m 30 m 40 m 50 m

lv (z)

Vm

0.29 0.26 0.24 0.23 0.22 0.20 0.20

34.6 38.6 41.5 43.7 45.5 48.3 50.5

qp(z) 2244 N/m2 2600 N/m2 2865 N/m2 3077 N/m2 3255 N/m2 3544 N/m2 3776 N/m2

Unit of qp(z) is assumed as N/m2

Sharp edged Structural element (Angle, Channel, Joist) Cf = Cf0.ψA Where, Cfo = 2.0 ψA = 0.98 - for solidity ratio 0.1 = 0.88 - for solidity ratio 0.5

Cl. 7.7 Fig. 7.36

Linear interpolation shall be done for intermediate values Cf = 1.96 Note :

STAAD Pro software calculates wind load on member by defining Cf (=1.96) and wind pressure

Page-28


Code

Reference


Code

Wind Force Acting on Structure Fw = CsCd.Cf.qp(ze).Aref

Reference Expression 5.3

Where, CsCd = Structural Factor = 1.0 Aref = Projected Area Normal to Wind Cf = Force Co-efficient

Cl. 6.2

Wind Load on Air Slide:

Wind Pressure = 3.78 kN/m2 Height = 0.36 m Width = 0.30 m

No. of Supports = 2 Width /Height = 0.83

Cf = Where, Cfo = ψr = ψA =

Cf0.ψA.ψr 2.3 1.0 0.9

Cl. 7.11 Fig. 7.23 Fig. 7.24 Fig. 7.36

- for solidity ratio 1.0

Cf = 2.07 Support Spacing = 3.00 m Total Wind Load = 8.44 kN Hoz. Load on Support = 4.22 kN Wind Load on Bag Filter at S ilo Roof: Wind Pressure = 3.78 kN/m2 Height = 4.85 m Width = 2.20 m

Lever Arm =

2.20 m

Width /Height = 0.45 Cf = Where, Cfo = ψr = ψA =

Cf0.ψA.ψr 2.1 1.0 0.9

Cl. 7.11 Fig. 7.23 Fig. 7.24 Fig. 7.36

- for solidity ratio 1.0 C.G. height = 5.80 m Support distance = 2.20 m

Cf = 1.89

Total Wind Load = 76.14 kN Hoz. Load on Support = 19.03 kN Vertcal Load on Support = 100.36 kN Wind Load on Silo & Silo Supporting Concrete Cylinder: Cf = CP0.ψλα

Diameter, b = 16.00 m v = 1.50E-05 Height = 10 m Re = 3.7E+07

Cl. 7.9.1 (2)

Cl. 7.15 20 m 4.4E+07

30 m 4.8E+07

40 m 5.2E+07

Cl. 7.15

Page-29


Code

Reference

Wind Load Calculation Philosophy as per EURO Code Description αA = 105 deg ψA = 0.9

Code

Reference

αmin = 75 deg

- for solidity ratio 1.0

Fig. 7.36

Wind Load in kN/m 2 0 15 30 45 60 75 90 105 120 135 150 165 180

ψλα

Cpo

Cf

10m

20m

30m

40m

1 1 1 1 1 1 0.97 0.9 0.9 0.9 0.9 0.9 0.9

1 0.5 0.1 -0.65 -1.3 -1.5 -1.4 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9

1.0 0.5 0.1 -0.7 -1.3 -1.5 -1.36 -0.81 -0.81 -0.81 -0.81 -0.81 -0.81

2.24 1.12 0.22 -1.46 -2.92 -3.37 -3.05 -1.82 -1.82 -1.82 -1.82 -1.82 -1.82

2.86 1.43 0.29 -1.86 -3.72 -4.30 -3.89 -2.32 -2.32 -2.32 -2.32 -2.32 -2.32

3.26 1.63 0.33 -2.12 -4.23 -4.88 -4.42 -2.64 -2.64 -2.64 -2.64 -2.64 -2.64

3.54 1.77 0.35 -2.30 -4.61 -5.32 -4.82 -2.87 -2.87 -2.87 -2.87 -2.87 -2.87

Page-30

B

3 9 C B N B r e p s a y h p o s o l i h P n o i t a l u c l a C d a o L d n i W

e d o C g n i d l i u B l a n o i t a N h s e d a l g n a B f o 2 3 6 e g a P f o 8 . 2 . 6 e l b a T r e p s a A K A H D n o i t a c o L r h / m K 0 1 2 = b V , d e e p S d n i W

e d o C g n i d l i u B l a n o i t a N h s e d a l g n a B f o 3 3 6 e g a P f o 6 . 2 . 4 . 2 . l C 5 0 E 0 2 7 . 4 = c C

e d o C g n i d l i u B l a n o i t a N h s e d a l g n a B f o 3 3 6 e g a P f o 9 . 2 . 6 e l b a T r e p s a I I I y r o g e t a C -

0 0 . 1 = I C

. e ) r 3 u 9 s o p C B x E N B r o f o F 2 . 4 . 2 ( m 6 % 2 0 8 5 5 . f o 1 e c n e r r u c c o f m 8 8 o 0 4 . y 4 1 t i l i b a b o r p l a u n n m 1 7 a 0 3 . n 3 a 1 h t i w , B y r o g m 8 e t 1 3 2 . a c 2 1 n i a r r e t n i , m m 5 2 1 0 . 1 1 1 5 t a d e r u s a e m m 5 5 d 0 2 . e 1 1 e p s d n i w = = t Z e l i h g C i m e - H t s e t s a F : d e e p S d n i W c i s a B

2 m / N k 0 3 . 3

e d o C g n i d l i u B l a n o i t a N h s e d a l g n a B 3 3 6 e g a P f o 0 1 . 2 . 6 e l b a T r e p s a Z

C . I C . c C .

2 b

V = z q , e r u s s e r P d n i W

2 m / N k 0 1 . 3

2 m / N k 5 8 . 2 2 m / N k 8 5 . 2 2 m / N k 4 3 . 2 2 m / N k 0 2 . 2 = z q

m 0 . 8 3 f o t h g i e H f o o R e g a r e v a r o f , e d o C g n i d l i u B l a n o i t a N h s e d a l g n a B 6 3 6 e g a P f o 1 1 . 2 . 6 e l b a T & a . 6 . 6 . 4 . 2 . l C r e p s a -

2 m / N k 0 8 7 . 3 2 m / N k 6 4 5 . 3 2 m / N k 8 6 2 . 3 2 m / N k 1 5 9 . 2 2 m / N k 1 8 6 . 2

5 4 1 . 1 Z

= h G = g C

d a o L d in W n a h t ss le e ra s e lu av e h t e c in S . ly n o n o isr a p m o c ro f is n ito lau lc a c d a lo D N I W is h T

q . g C = z p , e r u s s e r P d n i W n g i s e D

2 m / N k 4 1 5 . 2 = z p , e r u s s e r P d n i W n g i s e D

Page-31

Seismic Load Calculation Philosophy Description

Code

Reference

. d e su n e e b T O N e va h s e lu av e r u ss e r p d in w e s e h t , e d o c o r u E r e p sa n ito la u lc ac


Code

Reference

Seismic Load Shall be designed as per Eurocode 8: Pa rt 1 & 4

Eurocode 8: Part 1

EQUVALENT LATERAL FORCE PROCEDURE Seismic Base Shear Fb = Sd(T1) .m. Where m = Effective seismic mass

Eurocode 8: Part 1

Cl. 4.3.3.2.2

Eurocode 8: Part 1

Cl. 3.2.2.5

=

Dead Load + 100% Equipment Load (including Silo Material) + 25% Live Load

1.0 λ = Sd(T1) = Ordinate of Design Spectrum at time period T1

β = Lower bound factor for the horizontal design spectrum.

= 0.2

Eurocode 8: Part 1

q = Behaviour factor = 1.50 T = T 1

Eurocode 8: Part 1

Page-32


Code

Reference

Cl. 3.2.2.5

Table 6.1 Note 1 & Cl 4.2.3.1


Code

Reference

ag = Design ground acceleration for Type-A ground = γ1 .agR γ1 = Importance Factor = 1.0 - Considering Importance Calss - II agR = Peak ground acceleration for Type-A ground = 0.150g a = 0.150g Ground Type E

S= T B = T C = T D =

1.4 0.15 0.5 2

See below for values of Sd(T) for corresponding value of Time period (T), to define response spectra in STAAD. ag

1.47 1.47 1.47 1.47 1.47 1.47 1.47 1.47 1.47 1.47 1.47 1.47 1.47 1.47 1.47 1.47 1.47 1.47 1.47 1.47 1.47 1.47 1.47 1.47

T B

T C

T D

S

q

0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15

0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5

2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4

1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5

Page-33

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24

T

Sd (T)

0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00 1.20 1.40 1.60 1.80 2.00 2.20 2.40 2.60 2.80 3.00 3.25 3.50 4.00

0.140g 0.280g 0.350g 0.350g 0.350g 0.350g 0.292g 0.250g 0.219g 0.194g 0.175g 0.146g 0.125g 0.109g 0.097g 0.088g 0.072g 0.061g 0.052g 0.045g 0.039g 0.033g 0.029g 0.030g

R / W . C . I . Z = V , r a e h S e s a B c i m s i e S

e d o C g n i d l i u B l a n o i t a N h s e d a l g n a B f o 5 5 6 e g a m P 0 0 9 f o 4 5 . 0 . 8 5 0 4 2 . = = 2 . t n 6 C h e l b a T c e r 3 s / e 2 p n 1 0 s h 0 . 0 9 . a t . 2 - C 0

e d o C g n i d l i u B l a n o e i d t o a C N g h n s i e d l d i a u l B g l n a a n B d a o i f o t o L a 2 e N v 3 i - L h s 6 e % e d g 5 a l a 2 g P + n f l ) a o a B 5 i r f 0 e o 1 . t a 1 2 . M 6 6 o 6 l g i i e F S g r g a P e i n p d f s l o u a c I 7 I n i . D 2 ( e A A 2 n K . d A o a p A 6 Z H o a T e c D L C S l i b - t a e m m n n l e o T i s r o i i f r e t m p P e f n S a i e p u o k r c o q o L E t t a s f h - a - g -

5 0 1 . 0 . 0 1 = = Z I

% i 0 e 0 w 1 + g n d i a d N o u k L l 0 d c a x 0 e e 8 9 D - 7 4 = = = R W

= S , e r e h w

= T

= T

3 / 2

T / S . 5 2 . 1 = C

1 8 6 . 2 = C

d a o L c i m s i e S . 6

Page-34

DESIGN OF SILO (Load Calculation) 1. Basic Dimensions of Silo

N k 4 . 2 2 0 8 = V , r a e h S e s a B c i m s i e S

n a h t s s le is R A E H S E S A B e h t e c in S . ly n o n o is r a p m o c r o f is n io t la u lc a c d a lo C I M S I E S is h T

. d e s u n e e b T O N s a h n io t la u lc a c d a lo C I M S I E S is h t , e d o c o r u E r e p s a n io t la u lc a c d a o L C I M S I E S

DESIGN OF SILO (Load Calculation) 1. Basic Dimensions of Silo Design Bulk Density of Material, = 1.6 t/m3 Hr

Dc

Height of Roof, Hr = Height of Cylindrical Portion, Hc = Diameter of Cylindrical Portion, Dc = Volume of Cylindrical Portion, Vc =

Hc

0.4 m 20.52 m 16.0 m 2 (π x Dc /4) x Hc

= 4125.8 m3 Height of Hopper Portion, Hh = 11.1 m Bottom Diameter of Hopper, Dh = 0.8 m Slope of Hopper with Vertical, = tan-1[ {(Dc-Dh)/2 } / H h ] = 34.4 deg Volume of Hopper Portion, Vh = 2

2

= 0.60 rad 2

2

0.5

[Hh/3] x [ π x Dc /4 + π x Dh /4 + ( π x Dc /4 x π x Dh /4) ] = 782.2 m3 Hh Volume of Silo = Vc + Vh =

4908.0 m3

Material in Cylindrical Portion = 6601 t Material in Hopper Portion = 1252 t Dh

Capacity of Silo = 7853 t Total no. of Supports on Concrete Ring Wall = 12 Action Assessment Class 2

Concentrated load on each 528 element in Hopperportion = 14.9 t

Page-35

- Table 2.2 EN 1991-4

Above tables are taken from EN 1991-4

Hc/Dc = 1.28

> 1.0 < 2.0 Hence this is Intermediate Slender Silo

Page-36

Silo Loads during Filling

- Cl. 5.1 (2) EN 1991-4

Silo Loads during Filling

r =

tan

r = = k= = z0 =

tan = 0.69 (1-k)/2 = 0.5 - Shallow Hopper b = 0.2

36 0.727 16.0 kN/m3 0.54 0.46 16.1 m

Area, A = 201.1 m2 Perimeter, U = 50.3 m

h0 =

A/U = 4.00

= 1.94

heff =

0.336 Ff = 0.934 Ph0 = 139.1

n = -1.52 Phf

Pwf 2

Pnf 2

Ptf 2

kN/m

kN/m

172.9

58.0

25.52

191.6

64.3

31.62

210.0

70.5

Z (m)

YR

kN/m

kN/m

5

0.257

35.8

16.5

10

0.496

68.9

31.7

15

0.629

87.6

40.3

20.52

0.720

100.2

46.1

Page-37

Silo Loads during Discharge

2

Silo Loads during Discharge

Cs = 0.28 Ch = 1.042 Cw = 1.028 Phe

Pwe 2

Pne 2

Pte 2

kN/m

kN/m

172.9

58.0

25.52

191.6

64.3

31.62

210.0

70.5

Z (m)

YR

kN/m

kN/m

5

0.257

37.3

16.9

10

0.496

71.9

32.6

15

0.629

91.3

41.4

20.52

0.720

104.4

47.4

Page-38

Silo Patch Loads during Filling

2

Silo Patch Loads during Filling

s = 3.20 m

zp = 10.26

Page-39

Z (m) 10 26

YR

Phf

0 504

70.2

Cop = 0.5 E= 0

Z (m) 10.26

YR

Phf

0.504

70.2

Cop = 0.5 E= 0 since ef =0

Cpf = 0.036 kN/m

Ppf = 2.55

Ppfs 0 15 30 45 60 75 90

Silo Patch Loads during Discharge

zp = 10.26

Page-40

2.55 2.46 2.20 1.80 1.27 0.66 0.00

2

kN/m 2 kN/m 2 kN/m 2 kN/m 2 kN/m 2 kN/m 2 kN/m

Z (m)

Phe

10.26

73.1

Cop = 0.5 E= 0 since ef =0

Cpe = 0.073 kN/m

Ppe = 5.31

Ppes 0 15 30 45 60 75 90

Page-41

5.31 5.13 4.60 3.75 2.65 1.37 0.00

2

kN/m 2 kN/m 2 kN/m 2 kN/m 2 kN/m 2 kN/m 2 kN/m

Input: Loading Diagram

Page-42

design of silo bangladesh.pdf

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