structural calculation report for oil refinery …new.midasuser.com/data/pdf_5_08.pdf · structural...

STRUCTURAL CALCULATION REPORT FOR

OIL REFINERY PROJECT

UNIT 01-STR-A

DOCUMENT NAME: Sample Report

Date: 24. Apr. 2015

Rev Type Engineer Checked Approved Description

0 Name

Date

1 Name

Date

EPC Company

This report generated by midas Plant V.100

OIL REFINERY PROJECT Doc. Name: Sample Report

Date: 24. Apr. 2015

Page: 2 / 76

CONTENTS

1. DESIGN INFORMATION ................................................................................................................................................. 4

1.1 General Information ............................................................................................................................................. 4

1.2 Design Codes and Standards.......................................................................................................................... 4

1.3 Materials and Material Strengths ................................................................................................................... 4

1.4 Allowable Deflections.......................................................................................................................................... 5

1.5 Analysis Program .................................................................................................................................................. 6

2. Structural Drawings ......................................................................................................................................................... 7

2.1 Column Layout ....................................................................................................................................................... 7

2.2 Framing Plans ......................................................................................................................................................... 8

2.3 Frame Elevations & Sections ........................................................................................................................ 13

2.4 Loading Plans ....................................................................................................................................................... 18

2.5 Pad Layout .............................................................................................................................................................. 19

3. MEMBER LIST ................................................................................................................................................................... 20

3.1 Steel Member List ................................................................................................................................................ 20

3.2 RC Member List .................................................................................................................................................... 21

4. DESIGN LOADS ............................................................................................................................................................... 25

4.1 Load Combinations ............................................................................................................................................ 25

4.2 Dead Load & Live Load .................................................................................................................................... 31

4.5 Seismic Load ......................................................................................................................................................... 34

5. MODELING DATA ............................................................................................................................................................ 35

5.1 Analysis Model ..................................................................................................................................................... 35

5.2 Input Loading Data ............................................................................................................................................. 36

5.3 Boundary Condition ........................................................................................................................................... 40


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6. FRAME ANALYSIS .......................................................................................................................................................... 41

6.1 Analysis Case-1 .................................................................................................................................................... 41

7. DEFLECTION CHECK .................................................................................................................................................... 61

7.1 Analysis Case-1 .................................................................................................................................................... 61

8. DRIFT CHECK ................................................................................................................................................................... 63

8.1 Analysis Case-1 .................................................................................................................................................... 63

9. MEMBER DESIGN ........................................................................................................................................................... 63

9.1 Steel Beam Design.............................................................................................................................................. 64

9.2 Steel Column Design ......................................................................................................................................... 65

9.3 Steel Brace Design ............................................................................................................................................. 67

9.4 RC Beam Design .................................................................................................................................................. 68

9.5 RC Column Design ............................................................................................................................................. 70

9.6 RC Plate Design ................................................................................................................................................... 73

10. APPENDIX ........................................................................................................................................................................ 74

10.1 Reaction Forces................................................................................................................................................. 76


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1. DESIGN INFORMATION

1.1 General Information

(1) Project Information: OIL REFINERY PROJECT

(2) Structure Name: UNIT 01-STR-A

(3) Site Location: Korea

1.2 Design Codes and Standards

(1) Country Code: Korean Specifications

(2) National Annex: None

(3) Steel: AISC360-10 (LRFD)

(4) Concrete: ACI 318-11

(5) Wind Load: KSSC-LSD09

(6) Seismic Load: KCI-USD12

1.3 Materials and Material Strengths

1.3.1 Materials

(1) Steel

- KS09 SS400 (Es = 2.050e+005 N/mm²) or Equivalent

Steel Grade Fy (Yield Strength) Fy (Yield Strength)

SS400 2.350e+002 N/mm² 4.000e+002 N/mm²

(2) Concrete

- KS01(KCI-2007) C30 (Ec = 2.855e+004 N/mm²) or Equivalent

(3) Reinforcing Bars

- Rebar Material Standard: KS(SI)

Member Type Diameter Main Rebar Shear Rebar

Beam

D10 SD400

D13 SD400 SD400

D16 SD400

D19 SD400

D22 SD400

D25 SD400

D29 SD400

Column

D10 SD400

D13 SD400

D16 SD400

D19 SD400

D22 SD400

D25 SD400


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D29 SD400

Brace

D10 SD400

D13 SD400

D16 SD400

D19 SD400

D22 SD400

D25 SD400

D29 SD400

Plate

D10 SD400 SD400

D13 SD400 SD400

D16 SD400

1.4 Allowable Deflections

1.4.1 Allowable Deflections of RC members

(1) Beam

Load Type Load Name Allowable Deflections Remarks

Dead Load DL 360

Live Load LL 360 Wind Load on Structure

Wind Load-1(a)(+) 200

Wind Load on Structure

Wind Load-1(a+90)(+) 200


Wind Load-1(a)(-) 200


Wind Load-1(a+90)(-) 200

(2) Column


Dead Load DL 360




Wind Load-1(a+90)(+) 200




Wind Load-1(a+90)(-) 200

(3) Brace


Dead Load DL 360



Wind Load on Wind Load-1(a+90)(+) 200


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Structure




Wind Load-1(a+90)(-) 200

1.4.2 Allowable Deflections of STEEL members

(1) Beam


Dead Load DL 360




Wind Load-1(a+90)(+) 200




Wind Load-1(a+90)(-) 200

(2) Column


Dead Load DL 360




Wind Load-1(a+90)(+) 200




Wind Load-1(a+90)(-) 200

(3) Brace


Dead Load DL 360




Wind Load-1(a+90)(+) 200




Wind Load-1(a+90)(-) 200

1.5 Analysis Program

(1) midas Plant V.100


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2. Structural Drawings

2.1 Column Layout


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2.2 Framing Plans


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2.3 Frame Elevations & Sections


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2.4 Loading Plans


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2.5 Pad Layout


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3. MEMBER LIST

3.1 Steel Member List

3.1.1 Steel Beam List

Mark Section Material Remarks

10SB7 H 250x125x6/9 SS400 27SB3 H 294x200x8/12 SS400 3SB1 H 244x175x7/11 SS400 3SB11 H 340x250x9/14 SS400 3SB17 H 300x150x6.5/9 SS400 3SB23 H 350x175x7/11 SS400 3SB5 H 194x150x6/9 SS400 3SG1 H 244x175x7/11 SS400 3SG2 H 294x200x8/12 SS400 3SG3 H 488x300x11/18 SS400 3SG4 H 340x250x9/14 SS400 3SG5 H 194x150x6/9 SS400 4SG1 H 300x300x10/15 SS400 SB137 H 150x150x7/10 SS400 SB176 H 300x300x10/15 SS400 SB178 H 700x300x13/24 SS400 SB63 H 200x200x8/12 SS400 SG131 H 900x300x16/28 SS400 SG151 H 700x300x13/24 SS400 SG3 H 200x200x8/12 SS400 SG34 H 300x150x6.5/9 SS400 SG98 H 350x175x7/11 SS400

3.1.2 Steel Column List


10SC2 H 250x250x9/14 SS400 1SC1 H 400x400x13/21 SS400 1SC2 H 350x350x12/19 SS400 23SC2 H 200x200x8/12 SS400 4SC1 H 414x405x18/28 SS400 6SC3 H 300x300x10/15 SS400 sSC1 H 200x200x8/12 SS400 sSC31 H 100x100x6/8 SS400 sSC33 H 150x150x7/10 SS400


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3.1.3 Steel Brace List


VBR1 H 250x250x9/14 SS400 VBR2 H 200x200x8/12 SS400 VBR3 L 65x8 SS400 VBR4 L 75x9 SS400 VBR5 T 125x125x6/9 SS400 VBR6 T 175x175x7/11 SS400 VBR7 T 150x150x6.5/9 SS400 VBR8 H 150x150x7/10 SS400

3.2 RC Member List

3.2.1 RC Beam & Girder List

Mark Section Material Position

Main Bar Stirrup SkinBarStart Middle End Start Middle End

3B1 SB 600x400

C30 Top 3-D19 3-D19 3-D19 2-D10

@2502-D10@250

2-D10@250 0-

Bottom 3-D19 3-D19 3-D19

3B2 SB 600x400

C30 Top 3-D19 3-D19 3-D19 2-D10

@2502-D10@250

2-D10@250 0-

Bottom 3-D19 3-D19 3-D19

3B3 SB 700x500

C30 Top 3-D22 3-D22 3-D22 2-D10

@3002-D10@300

2-D10@300 0-

Bottom 3-D22 3-D22 3-D22

3B4 SB 700x500

C30 Top 3-D22 3-D22 3-D22 2-D10

@3002-D10@300

2-D10@300 0-

Bottom 3-D22 3-D22 3-D22

3B5 SB 700x500

C30 Top 3-D22 3-D22 3-D22 2-D10

@3002-D10@300

2-D10@300 0-

Bottom 3-D22 3-D22 3-D22

3B6 SB 700x500

C30 Top 3-D22 3-D22 3-D22 2-D10

@3002-D10@300

2-D10@300 0-

Bottom 3-D22 3-D22 3-D22

3B7 SB 600x400

C30 Top 3-D19 3-D19 3-D19 2-D10

@2502-D10@250

2-D10@250 0-

Bottom 3-D19 3-D19 3-D19

3B8 SB 600x400

C30 Top 3-D19 3-D19 3-D19 2-D10

@2502-D10@250

2-D10@250 0-

Bottom 3-D19 3-D19 3-D19

3B9 SB 700x400

C30 Top 2-D22 2-D22 2-D22 2-D10

@3002-D10@300

2-D10@300 0-

Bottom 3-D22 3-D22 2-D22

3G1 SB 700x500

C30 Top 3-D22 3-D22 3-D22 2-D10

@3002-D10@300

2-D10@300 0-

Bottom 3-D22 3-D22 3-D22

3G2 SB 900x900

C30 Top 8-D22 6-D22 6-D22 2-D10

@1502-D10@150

2-D10@150 0-

Bottom 6-D22 6-D22 7-D22

3G3 SB 700x400

C30 Top 2-D22 2-D22 2-D22 2-D10

@3002-D10@300

2-D10@300 0-

Bottom 2-D22 2-D22 2-D22

3G4 SB 700x500

C30 Top 3-D22 3-D22 3-D22 2-D10

@3002-D10@300

2-D10@300 0-

Bottom 4-D22 3-D22 3-D22

3G5 SB C30 Top 8-D22 8-D22 8-D22 2-D10 2-D10 2-D10 0-


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1200x900 Bottom 8-D22 8-D22 8-D22 @300 @300 @300

3G6 SB 1000x700

C30 Top 5-D22 5-D22 5-D22 2-D10

@3002-D10@300

2-D10@300 0-

Bottom 5-D22 5-D22 5-D22

G1 SB 1000x950

C30 Top 7-D22 7-D22 7-D22 2-D10

@3002-D10@300

2-D10@300 0-

Bottom 7-D22 7-D22 7-D22

G2 SB 1000x950

C30 Top 7-D22 7-D22 7-D22 2-D10

@3002-D10@300

2-D10@300 0-

Bottom 7-D22 7-D22 7-D22

G3 SB 1000x900

C30 Top 7-D22 7-D22 7-D22 2-D10

@3002-D10@300

2-D10@300 0-

Bottom 7-D22 7-D22 7-D22

G4 SB 1000x900

C30 Top 7-D22 7-D22 7-D22 2-D10

@3002-D10@300

2-D10@300 0-

Bottom 7-D22 7-D22 7-D22

G5 SB 1000x900

C30 Top 7-D22 7-D22 7-D22 2-D10

@3002-D10@300

2-D10@300 0-

Bottom 7-D22 7-D22 7-D22

G6 SB 1000x900

C30 Top 7-D22 7-D22 7-D22 2-D10

@3002-D10@300

2-D10@300 0-

Bottom 7-D22 7-D22 7-D22

G7 SB 1000x900

C30 Top 7-D22 7-D22 7-D22 2-D10

@3002-D10@300

2-D10@300 0-

Bottom 7-D22 7-D22 7-D22

3.2.2 RC Column List

Mark Section Material Main Bar Hoop / Tile Bar

Start End Start Middle End

2C1 SB 1000x700 C30 6/4-D22 6/4-D22 2/2-D10@

3502/2-D10@350

2/2-D10@350

3C1 SB 1500x1500

C30 12/9-D29 12/9-D29 9/9-D13@100

9/9-D13@100

9/9-D13@100

3C10 SB 1500x1500

C30 12/9-D29 12/9-D29 9/9-D13@100

9/9-D13@100

9/9-D13@100

3C11 SB 1500x1500

C30 12/9-D29 12/9-D29 9/9-D13@100

9/9-D13@100

9/9-D13@100

3C12 SB 1500x1500

C30 12/9-D29 12/9-D29 9/9-D13@100

9/9-D13@100

9/9-D13@100

3C13 SB 1200x900 C30 8/6-D22 8/6-D22 2/2-D10@

3502/2-D10@350

2/2-D10@350

3C2 SB 1500x1500

C30 12/9-D29 12/9-D29 9/9-D13@100

9/9-D13@100

9/9-D13@100

3C3 SB 900x950 C30 7/5-D22 7/5-D22 2/2-D10@

3502/2-D10@350

2/2-D10@350

3C4 SB 900x950 C30 7/5-D22 7/5-D22 2/2-D10@

3502/2-D10@350

2/2-D10@350

3C5 SB 900x950 C30 7/5-D22 7/5-D22 2/2-D10@

3502/2-D10@350

2/2-D10@350

3C6 SB 900x950 C30 7/5-D22 7/5-D22 2/2-D10@

3502/2-D10@350

2/2-D10@350

3C7 SB 900x950 C30 7/5-D22 7/5-D22 2/2-D10@

3502/2-D10@350

2/2-D10@350

3C8 SB 1000x700 C30 6/4-D22 6/4-D22 2/2-D10@

3502/2-D10@350

2/2-D10@350


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3C9 SB 1500x1500

C30 12/9-D29 12/9-D29 9/9-D13@100

9/9-D13@100

9/9-D13@100

4C1 SB 900x950 C30 7/5-D22 7/5-D22 2/2-D10@

3502/2-D10@350

2/2-D10@350

4C2 SB 1000x700 C30 6/4-D22 6/4-D22 2/2-D10@

3502/2-D10@350

2/2-D10@350

5C1 SB 900x950 C30 7/5-D22 7/5-D22 2/2-D10@

3502/2-D10@350

2/2-D10@350

5C2 SB 900x950 C30 7/5-D22 7/5-D22 2/2-D10@

3502/2-D10@350

2/2-D10@350

5C3 SB 900x950 C30 7/5-D22 7/5-D22 2/2-D10@

3502/2-D10@350

2/2-D10@350

5C4 SB 900x950 C30 7/5-D22 7/5-D22 2/2-D10@

3502/2-D10@350

2/2-D10@350

5C5 SB 900x950 C30 7/5-D22 7/5-D22 2/2-D10@

3502/2-D10@350

2/2-D10@350

5C6 SB 900x950 C30 7/5-D22 7/5-D22 2/2-D10@

3502/2-D10@350

2/2-D10@350

5C7 SB 1200x900 C30 8/6-D22 8/6-D22 2/2-D10@

3502/2-D10@350

2/2-D10@350

8C1 SB 1000x700 C30 6/4-D22 6/4-D22 2/2-D10@

3502/2-D10@350

2/2-D10@350

8C2 SB 1000x700 C30 6/4-D22 6/4-D22 2/2-D10@

3502/2-D10@350

2/2-D10@350

8C3 SB 1000x700 C30 6/4-D22 6/4-D22 2/2-D10@

3502/2-D10@350

2/2-D10@350

8C4 SB 900x950 C30 7/5-D22 7/5-D22 2/2-D10@

3502/2-D10@350

2/2-D10@350

8C5 SB 900x950 C30 7/5-D22 7/5-D22 2/2-D10@

3502/2-D10@350

2/2-D10@350

8C6 SB 900x950 C30 7/5-D22 7/5-D22 2/2-D10@

3502/2-D10@350

2/2-D10@350

8C7 SB 900x950 C30 7/5-D22 7/5-D22 2/2-D10@

3502/2-D10@350

2/2-D10@350

9C1 SB 1000x700 C30 6/4-D22 6/4-D22 2/2-D10@

3502/2-D10@350

2/2-D10@350

9C2 SB 900x950 C30 7/5-D22 7/5-D22 2/2-D10@

3502/2-D10@350

2/2-D10@350

9C3 SB 900x950 C30 7/5-D22 7/5-D22 2/2-D10@

3502/2-D10@350

2/2-D10@350

9C4 SB 900x950 C30 7/5-D22 7/5-D22 2/2-D10@

3502/2-D10@350

2/2-D10@350

9C5 SB 1200x900 C30 8/6-D22 8/6-D22 2/2-D10@

3502/2-D10@350

2/2-D10@350

3.2.3 RC Plate List

Mark Material THK PositionMain Bar Shear Bar

X direction Y direction X direction Y direction

PL1 C30 T300 Top D10@400 D10@400

2-D10@100 2-D10@100Bottom D13@100 D13@100

PL10 C30 T300 Top D10@400 D10@400

2-D10@100 2-D10@100Bottom D13@100 D13@100

PL11 C30 T300 Top D10@400 D10@400

2-D10@100 2-D10@100Bottom D13@100 D13@100

PL12 C30 T300 Top D10@400 D10@400 2-D10@100 2-D10@100


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Bottom D13@100 D13@100

PL13 C30 T300 Top D10@400 D10@400

2-D10@100 2-D10@100Bottom D13@100 D13@100

PL14 C30 T300 Top D10@400 D10@400

2-D10@100 2-D10@100Bottom D13@100 D13@100

PL15 C30 T300 Top D10@400 D10@400

2-D10@100 2-D10@100Bottom D13@100 D13@100

PL16 C30 T300 Top D10@400 D10@400

2-D10@100 2-D10@100Bottom D13@100 D13@100

PL17 C30 T300 Top D10@400 D10@400

2-D10@100 2-D10@100Bottom D13@100 D13@100

PL18 C30 T300 Top D10@400 D10@400

2-D10@100 2-D10@100Bottom D13@100 D13@100

PL19 C30 T300 Top D10@400 D10@400

2-D10@100 2-D10@100Bottom D13@100 D13@100

PL2 C30 T300 Top D10@400 D10@400

2-D10@100 2-D10@100Bottom D13@100 D13@100

PL20 C30 T300 Top D10@400 D10@400

2-D10@100 2-D10@100Bottom D13@100 D13@100

PL21 C30 T300 Top D10@400 D10@400

2-D10@100 2-D10@100Bottom D13@100 D13@100

PL22 C30 T300 Top D10@400 D10@400

2-D10@100 2-D10@100Bottom D13@100 D13@100

PL23 C30 T300 Top D10@400 D10@400

2-D10@100 2-D10@100Bottom D13@100 D13@100

PL24 C30 T300 Top D10@400 D10@400

2-D10@100 2-D10@100Bottom D13@100 D13@100

PL25 C30 T300 Top D10@400 D10@400

2-D10@100 2-D10@100Bottom D13@100 D13@100

PL3 C30 T300 Top D10@400 D10@400

2-D10@100 2-D10@100Bottom D13@100 D13@100

PL4 C30 T300 Top D10@400 D10@400

2-D10@100 2-D10@100Bottom D13@100 D13@100

PL5 C30 T300 Top D10@400 D10@400

2-D10@100 2-D10@100Bottom D13@100 D13@100

PL6 C30 T300 Top D10@400 D10@400

2-D10@100 2-D10@100Bottom D13@100 D13@100

PL7 C30 T300 Top D10@400 D10@400

2-D10@100 2-D10@100Bottom D13@100 D13@100

PL8 C30 T300 Top D10@400 D10@400

2-D10@100 2-D10@100Bottom D13@100 D13@100

PL9 C30 T300 Top D10@400 D10@400

2-D10@100 2-D10@100Bottom D13@100 D13@100


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4. DESIGN LOADS

4.1 Load Combinations

4.1.1 Load Case

(1) DL: Dead Load (D)

(2) LL: Live Load (L)

(3) Wind Load-1(a)(+): Wind Load on Structure (W)

(4) Wind Load-1(a+90)(+): Wind Load on Structure (W)

(5) Wind Load-1(a)(-): Wind Load on Structure (W)

(6) Wind Load-1(a+90)(-): Wind Load on Structure (W)

(7) Seismic Load Set-1: Earthquake (EQ)

(8) Seismic Load Set-1(Ortho): Earthquake (EQ)

4.1.2 Load Combinations

(1) ACI 318-11

- Strength

No Name DESCRIPTION

1 LCB1 1.40*D

2 LCB2 1.20*D+1.60*L

3 LCB5 1.20*D+1.00*L

4 LCB6_1 1.20*D+0.50*WX

5 LCB6_2 1.20*D-0.50*WX

6 LCB6_3 1.20*D+0.50*WX

7 LCB6_4 1.20*D-0.50*WX

8 LCB7_1 1.20*D+0.50*WY

9 LCB7_2 1.20*D-0.50*WY

10 LCB7_3 1.20*D+0.50*WY

11 LCB7_4 1.20*D-0.50*WY

12 LCB8 1.20*D

13 LCB17_1 1.20*D+1.00*L+1.00*WX

14 LCB17_2 1.20*D+1.00*L-1.00*WX

15 LCB17_3 1.20*D+1.00*L+1.00*WX

16 LCB17_4 1.20*D+1.00*L-1.00*WX

17 LCB20_1 1.20*D+1.00*L+1.00*WY

18 LCB20_2 1.20*D+1.00*L-1.00*WY

19 LCB20_3 1.20*D+1.00*L+1.00*WY

20 LCB20_4 1.20*D+1.00*L-1.00*WY

21 LCB26_1 1.20*D+1.00*L+1.00*EQX

22 LCB26_2 1.20*D+1.00*L-1.00*EQX

23 LCB27_1 1.20*D+1.00*L+1.00*EQY

24 LCB27_2 1.20*D+1.00*L-1.00*EQY

25 LCB34_1 0.90*D+1.00*WX


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26 LCB34_2 0.90*D-1.00*WX

27 LCB34_3 0.90*D+1.00*WX

28 LCB34_4 0.90*D-1.00*WX

29 LCB35_1 0.90*D+1.00*WY

30 LCB35_2 0.90*D-1.00*WY

31 LCB35_3 0.90*D+1.00*WY

32 LCB35_4 0.90*D-1.00*WY

33 LCB36 0.90*D

34 LCB37_1 0.90*D+1.00*EQX

35 LCB37_2 0.90*D-1.00*EQX

36 LCB38_1 0.90*D+1.00*EQY

37 LCB38_2 0.90*D-1.00*EQY

38 LCB45_1 1.20*D+1.00*L+1.00*EQX+0.30*EQY

39 LCB45_2 1.20*D+1.00*L+1.00*EQX-0.30*EQY

40 LCB45_3 1.20*D+1.00*L-1.00*EQX+0.30*EQY

41 LCB45_4 1.20*D+1.00*L-1.00*EQX-0.30*EQY

42 LCB46_1 1.20*D+1.00*L+0.30*EQX+1.00*EQY

43 LCB46_2 1.20*D+1.00*L+0.30*EQX-1.00*EQY

44 LCB46_3 1.20*D+1.00*L-0.30*EQX+1.00*EQY

45 LCB46_4 1.20*D+1.00*L-0.30*EQX-1.00*EQY

46 LCB49_1 0.90*D+1.00*EQX+0.30*EQY

47 LCB49_2 0.90*D+1.00*EQX-0.30*EQY

48 LCB49_3 0.90*D-1.00*EQX+0.30*EQY

49 LCB49_4 0.90*D-1.00*EQX-0.30*EQY

50 LCB50_1 0.90*D+0.30*EQX+1.00*EQY

51 LCB50_2 0.90*D+0.30*EQX-1.00*EQY

52 LCB50_3 0.90*D-0.30*EQX+1.00*EQY

53 LCB50_4 0.90*D-0.30*EQX-1.00*EQY

54 LCB53_1 1.00*EQX+1.00*EQY

55 LCB53_2 1.00*EQX-1.00*EQY

56 LCB53_3 -1.00*EQX+1.00*EQY

57 LCB53_4 -1.00*EQX-1.00*EQY

58 LCB54_1 1.20*D+1.00*L+1.00*LCB53_1

59 LCB54_2 1.20*D+1.00*L+1.00*LCB53_2

60 LCB54_3 1.20*D+1.00*L+1.00*LCB53_3

61 LCB54_4 1.20*D+1.00*L+1.00*LCB53_4

62 LCB55_1 1.20*D+1.00*L-1.00*LCB53_1

63 LCB55_2 1.20*D+1.00*L-1.00*LCB53_2

64 LCB55_3 1.20*D+1.00*L-1.00*LCB53_3

65 LCB55_4 1.20*D+1.00*L-1.00*LCB53_4

66 LCB56_1 0.90*D+1.00*LCB53_1

67 LCB56_2 0.90*D+1.00*LCB53_2

68 LCB56_3 0.90*D+1.00*LCB53_3

69 LCB56_4 0.90*D+1.00*LCB53_4


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70 LCB57_1 0.90*D-1.00*LCB53_1

71 LCB57_2 0.90*D-1.00*LCB53_2

72 LCB57_3 0.90*D-1.00*LCB53_3

73 LCB57_4 0.90*D-1.00*LCB53_4

74 RC_EN_STR RC Strength Envelope

- Serviceability

No Name DESCRIPTION

1 svLCB1 1.00*D

2 svLCB2 1.00*D+1.00*L

3 svLCB6 1.00*D+0.75*L

4 svLCB9_1 1.00*D+0.60*WX

5 svLCB9_2 1.00*D-0.60*WX

6 svLCB9_3 1.00*D+0.60*WX

7 svLCB9_4 1.00*D-0.60*WX

8 svLCB10_1 1.00*D+0.60*WY

9 svLCB10_2 1.00*D-0.60*WY

10 svLCB10_3 1.00*D+0.60*WY

11 svLCB10_4 1.00*D-0.60*WY

12 svLCB12_1 1.00*D+0.70*EQX

13 svLCB12_2 1.00*D-0.70*EQX

14 svLCB13_1 1.00*D+0.70*EQY

15 svLCB13_2 1.00*D-0.70*EQY

16 svLCB20_1 1.00*D+0.75*L+0.45*WX

17 svLCB20_2 1.00*D+0.75*L-0.45*WX

18 svLCB20_3 1.00*D+0.75*L+0.45*WX

19 svLCB20_4 1.00*D+0.75*L-0.45*WX

20 svLCB23_1 1.00*D+0.75*L+0.45*WY

21 svLCB23_2 1.00*D+0.75*L-0.45*WY

22 svLCB23_3 1.00*D+0.75*L+0.45*WY

23 svLCB23_4 1.00*D+0.75*L-0.45*WY

24 svLCB29_1 1.00*D+0.75*L+0.53*EQX

25 svLCB29_2 1.00*D+0.75*L-0.53*EQX

26 svLCB32_1 1.00*D+0.75*L+0.53*EQY

27 svLCB32_2 1.00*D+0.75*L-0.53*EQY

28 svLCB53_1 0.60*D+0.60*WX

29 svLCB53_2 0.60*D-0.60*WX

30 svLCB53_3 0.60*D+0.60*WX

31 svLCB53_4 0.60*D-0.60*WX

32 svLCB54_1 0.60*D+0.60*WY

33 svLCB54_2 0.60*D-0.60*WY

34 svLCB54_3 0.60*D+0.60*WY

35 svLCB54_4 0.60*D-0.60*WY


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36 svLCB55 0.60*D

37 svLCB56_1 0.60*D+0.70*EQX

38 svLCB56_2 0.60*D-0.70*EQX

39 svLCB57_1 0.60*D+0.70*EQY

40 svLCB57_2 0.60*D-0.70*EQY

41 RC_EN_SER RC Serviceability Envelope

(2) AISC360-10 (LRFD)

- Strength

No Name DESCRIPTION

1 LCB1 1.40*D

2 LCB2 1.20*D+1.60*L

3 LCB5 1.20*D+1.00*L

4 LCB6_1 1.20*D+0.50*WX

5 LCB6_2 1.20*D-0.50*WX

6 LCB6_3 1.20*D+0.50*WX

7 LCB6_4 1.20*D-0.50*WX

8 LCB7_1 1.20*D+0.50*WY

9 LCB7_2 1.20*D-0.50*WY

10 LCB7_3 1.20*D+0.50*WY

11 LCB7_4 1.20*D-0.50*WY

12 LCB8 1.20*D

13 LCB17_1 1.20*D+1.00*L+1.00*WX

14 LCB17_2 1.20*D+1.00*L-1.00*WX

15 LCB17_3 1.20*D+1.00*L+1.00*WX

16 LCB17_4 1.20*D+1.00*L-1.00*WX

17 LCB20_1 1.20*D+1.00*L+1.00*WY

18 LCB20_2 1.20*D+1.00*L-1.00*WY

19 LCB20_3 1.20*D+1.00*L+1.00*WY

20 LCB20_4 1.20*D+1.00*L-1.00*WY

21 LCB26_1 1.20*D+1.00*L+1.00*EQX

22 LCB26_2 1.20*D+1.00*L-1.00*EQX

23 LCB27_1 1.20*D+1.00*L+1.00*EQY

24 LCB27_2 1.20*D+1.00*L-1.00*EQY

25 LCB34_1 0.90*D+1.00*WX

26 LCB34_2 0.90*D-1.00*WX

27 LCB34_3 0.90*D+1.00*WX

28 LCB34_4 0.90*D-1.00*WX

29 LCB35_1 0.90*D+1.00*WY

30 LCB35_2 0.90*D-1.00*WY

31 LCB35_3 0.90*D+1.00*WY

32 LCB35_4 0.90*D-1.00*WY

33 LCB36 0.90*D


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34 LCB37_1 0.90*D+1.00*EQX

35 LCB37_2 0.90*D-1.00*EQX

36 LCB38_1 0.90*D+1.00*EQY

37 LCB38_2 0.90*D-1.00*EQY

38 LCB45_1 1.20*D+1.00*L+1.00*EQX+0.30*EQY

39 LCB45_2 1.20*D+1.00*L+1.00*EQX-0.30*EQY

40 LCB45_3 1.20*D+1.00*L-1.00*EQX+0.30*EQY

41 LCB45_4 1.20*D+1.00*L-1.00*EQX-0.30*EQY

42 LCB46_1 1.20*D+1.00*L+0.30*EQX+1.00*EQY

43 LCB46_2 1.20*D+1.00*L+0.30*EQX-1.00*EQY

44 LCB46_3 1.20*D+1.00*L-0.30*EQX+1.00*EQY

45 LCB46_4 1.20*D+1.00*L-0.30*EQX-1.00*EQY

46 LCB49_1 0.90*D+1.00*EQX+0.30*EQY

47 LCB49_2 0.90*D+1.00*EQX-0.30*EQY

48 LCB49_3 0.90*D-1.00*EQX+0.30*EQY

49 LCB49_4 0.90*D-1.00*EQX-0.30*EQY

50 LCB50_1 0.90*D+0.30*EQX+1.00*EQY

51 LCB50_2 0.90*D+0.30*EQX-1.00*EQY

52 LCB50_3 0.90*D-0.30*EQX+1.00*EQY

53 LCB50_4 0.90*D-0.30*EQX-1.00*EQY

54 LCB53_1 1.00*EQX+1.00*EQY

55 LCB53_2 1.00*EQX-1.00*EQY

56 LCB53_3 -1.00*EQX+1.00*EQY

57 LCB53_4 -1.00*EQX-1.00*EQY

58 LCB54_1 1.20*D+1.00*L+1.00*LCB53_1

59 LCB54_2 1.20*D+1.00*L+1.00*LCB53_2

60 LCB54_3 1.20*D+1.00*L+1.00*LCB53_3

61 LCB54_4 1.20*D+1.00*L+1.00*LCB53_4

62 LCB55_1 1.20*D+1.00*L-1.00*LCB53_1

63 LCB55_2 1.20*D+1.00*L-1.00*LCB53_2

64 LCB55_3 1.20*D+1.00*L-1.00*LCB53_3

65 LCB55_4 1.20*D+1.00*L-1.00*LCB53_4

66 LCB56_1 0.90*D+1.00*L+1.00*LCB53_1

67 LCB56_2 0.90*D+1.00*L+1.00*LCB53_2

68 LCB56_3 0.90*D+1.00*L+1.00*LCB53_3

69 LCB56_4 0.90*D+1.00*L+1.00*LCB53_4

70 LCB57_1 0.90*D+1.00*L-1.00*LCB53_1

71 LCB57_2 0.90*D+1.00*L-1.00*LCB53_2

72 LCB57_3 0.90*D+1.00*L-1.00*LCB53_3

73 LCB57_4 0.90*D+1.00*L-1.00*LCB53_4

74 STL_EN_STR Steel Strength Envelope

- Serviceability


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No Name DESCRIPTION

1 svLCB1 1.00*D

2 svLCB2 1.00*D+1.00*L

3 svLCB6 1.00*D+0.75*L

4 svLCB9_1 1.00*D+0.60*WX

5 svLCB9_2 1.00*D-0.60*WX

6 svLCB9_3 1.00*D+0.60*WX

7 svLCB9_4 1.00*D-0.60*WX

8 svLCB10_1 1.00*D+0.60*WY

9 svLCB10_2 1.00*D-0.60*WY

10 svLCB10_3 1.00*D+0.60*WY

11 svLCB10_4 1.00*D-0.60*WY

12 svLCB12_1 1.00*D+0.70*EQX

13 svLCB12_2 1.00*D-0.70*EQX

14 svLCB13_1 1.00*D+0.70*EQY

15 svLCB13_2 1.00*D-0.70*EQY

16 svLCB20_1 1.00*D+0.75*L+0.45*WX

17 svLCB20_2 1.00*D+0.75*L-0.45*WX

18 svLCB20_3 1.00*D+0.75*L+0.45*WX

19 svLCB20_4 1.00*D+0.75*L-0.45*WX

20 svLCB21_1 1.00*D+0.75*L+0.45*WY

21 svLCB21_2 1.00*D+0.75*L-0.45*WY

22 svLCB21_3 1.00*D+0.75*L+0.45*WY

23 svLCB21_4 1.00*D+0.75*L-0.45*WY

24 svLCB29_1 1.00*D+0.75*L+0.53*EQX

25 svLCB29_2 1.00*D+0.75*L-0.53*EQX

26 svLCB30_1 1.00*D+0.75*L+0.53*EQY

27 svLCB30_2 1.00*D+0.75*L-0.53*EQY

28 svLCB37_1 0.60*D+0.60*WX

29 svLCB37_2 0.60*D-0.60*WX

30 svLCB37_3 0.60*D+0.60*WX

31 svLCB37_4 0.60*D-0.60*WX

32 svLCB38_1 0.60*D+0.60*WY

33 svLCB38_2 0.60*D-0.60*WY

34 svLCB38_3 0.60*D+0.60*WY

35 svLCB38_4 0.60*D-0.60*WY

36 svLCB39 0.60*D

37 svLCB40_1 0.60*D+0.70*EQX

38 svLCB40_2 0.60*D-0.70*EQX

39 svLCB41_1 0.60*D+0.70*EQY

40 svLCB41_2 0.60*D-0.70*EQY

41 STL_EN_SER Steel Serviceability Envelope


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4.2 Dead Load & Live Load

4.2.1 Floor Loads

Name Load Case Unit Load (kN/m²) DESCRIPTION

ROOM1 DL -5.000

LL -5.200

ROOM2

DL -3.600

DL -1.000

LL -2.500

ROOM3

DL -3.600

DL -1.500

LL -2.000

ROOM4 DL -3.600

DL -1.200

ROOM5 DL -2.500

LL -3.800

ROOM6 DL -5.000 ROOM7 LL -3,500.000

ROOM8 DL -3,500.000

LL -7,000.000

4.2.2 Self Weight

Self-Weight of main structure members is automatically applied in Analysis Model.

4.2.3 Equipment Loads

Equipment Loads not included in the floor unit loads applied by Loading Points. Locations of the

points and load values are given in the Appendix.


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4.4 Wind Load

Wind Function Report Design Wind Load-1

(1) Basic Input Data

Design Code : KBC 2009 Basic Wind Speed, V0(m/sec)

: 30.00

Structural Rigidity : Rigid Exposure Category : B

Range, Z(m) : 0.00 ~ 50.00 Importance Factor, I : 1.00

Structural Breath(m) : 15.00 Topographic Factor, Kzt : 1.00

Structural Depth(m) : 45.00

(2) Structure Information

Open Type : (Partial) Enclosed

Enclosure Classification : Partially Opened

(3) Roof Information

Average Roof Height, H (m) : 50.00 Roof Loading Width-a(m) : 15.00

Slope Angle : 0.00 Roof Loading Width-a+90(m) : 15.00

(4) Gust Factor and Pressure Coefficient

Coefficient a a+90

Structure

Gf 1.94 1.91

Cpe

Windward 0.80 0.80

Leeward -0.25 -0.50

Side -0.70 -0.70

Roof

Gpe 1.94 1.91

Cpe Windward -0.70 -0.70

Leeward -0.70 -0.70


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(5) Design Wind Pressure

a. Structure - Windward qz x Gf x Cpe Windward

b. Structure - Leeward qH x Gf x Cpe Leeward

c. Structure - Side qH x Gf x Cpe Side

d. Roof - Windward qH x Gpe x Cpe Windward

(6) Wind Pressure

Level Wind Pressure a Direction Wind Pressure a+90 Direction

(m) Pf(N/m2) Distribution Pf(N/m2) Distribution

0.00 559.96 551.74

15.00 559.96 559.96

17.50 608.90 608.90

20.00 645.75 645.75

22.50 680.09 680.09

25.00 712.36 712.36

27.50 742.87 742.87

30.00 771.87 771.87

32.50 799.53 799.53

35.00 826.04 826.04

37.50 851.50 851.50

40.00 876.02 876.02

42.50 899.70 899.70

45.00 922.62 922.62

47.50 944.83 944.83

50.00 966.40 966.40


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4.5 Seismic Load

Seismic Function Report Design Spectrum-1

(1) Input Data & Formula

Design Code : KBC 2009

Seismic Zone, S : 1

Zone Factor : 0.22

Site Class : D

Seismic Use Group : I

Importance Factor, IE : 1.2

Response Modification Factor : 4.0

(2) Design Spectral Acceleration Parameters

Acceleration-Based Site Coefficient, Fa : 1.36

Velocity-Based Site Coefficient, Fv : 1.96

Design Spectral Acceleration for Short Period, SDS = S x 2.5 x Fa x 2/3 : 0.50

Design Spectral Acceleration for 1sec Period = SD1 x F_v x2/3 : 0.29

(3) Seismic Design Category

Seismic Design Category from, SDS : C

Seismic Design Category from, SD1 : D

Seismic Design Category : D

(4) Fundamental Period

Approximate Fudamental period, Ta : 1.60

Analytical Period : Not Considered

Fundamental Period, T : 1.60


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5. MODELING DATA

5.1 Analysis Model


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5.2 Input Loading Data

5.2.1 Wind Pressure

Wind Load Type: Enclosed or Partially Enclosed Building

(1) Wind Load-1(a)(+)

Wind Load-1(a)(+) includes all the wind pressures generated on the windward, leeward, side

and roof surfaces due to the global X-direction wind.


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(2) Wind Load-1(a+90)(+)

Wind Load-1(a+90)(+) includes all the wind pressures generated on the windward, leeward, side

and roof surfaces due to the global X-direction wind.


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(3) Wind Load-1(a)(-)

Wind Load-1(a)(-) includes all the wind pressures generated on the windward, leeward, side and

roof surfaces due to the global (-)X-direction wind.


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(4) Wind Load-1(a+90)(-)

Wind Load-1(a+90)(-) includes all the wind pressures generated on the windward, leeward, side

and roof surfaces due to the global (-)X-direction wind.


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5.3 Boundary Condition


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6. FRAME ANALYSIS

6.1 Analysis Case-1

6.1.1 Grid Set-1 : Line <4>

6.1.1.1 Beam Force

(1) Axial Force

DL

LL


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Wind Load-1(a)(+)

Seismic Load Set-1


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6.1.2.1 Beam Force

(1) Axial Force

DL

LL


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Wind Load-1(a)(+)

Seismic Load Set-1


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6.1.3 Grid Set-1 : Line <A>

6.1.3.1 Beam Force

(1) Axial Force

DL

LL


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Wind Load-1(a)(+)

Seismic Load Set-1


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6.1.4 Grid Set-1 : Level <EL.+7.50>

6.1.4.1 Beam Force

(2) Bending Moment-y

DL

LL


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Wind Load-1(a)(+)

Seismic Load Set-1


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(3) Shear Force-y

DL

LL


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Wind Load-1(a)(+)

Seismic Load Set-1


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6.1.5 Grid Set-1 : Level <EL.+13.00>

6.1.5.1 Beam Force


DL

LL


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Wind Load-1(a)(+)

Seismic Load Set-1


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(3) Shear Force-y

DL

LL


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Wind Load-1(a)(+)

Seismic Load Set-1


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6.1.5.2 Plate Force

(1) Bending Moment-x

DL

LL


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DL

LL


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6.1.6 Grid Set-1 : Level <EL.+20.00>

6.1.6.1 Beam Force


DL

LL


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Wind Load-1(a)(+)

Seismic Load Set-1


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(3) Shear Force-y

DL

LL


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Wind Load-1(a)(+)

Seismic Load Set-1


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7. DEFLECTION CHECK

7.1 Analysis Case-1


DL

Name Load Name Length,

L(m) Deflection

(mm)

Allowable Deflection

(L/x) L/x Result

3SG2 DL 5.00 -5.21 360.00 960.08 O.K

VBR1 DL 5.40 0.19 360.00 28824.40 O.K

3SG5 DL 1.20 1.96 360.00 612.78 O.K

3G2 DL 5.00 -4.78 360.00 1045.08 O.K

sSC1 DL 1.50 -4.48 360.00 335.02 N.G

3SG4 DL 5.00 -5.21 360.00 959.58 O.K

G2 DL 5.00 -5.21 360.00 959.28 O.K

VBR5 DL 3.53 -5.21 360.00 678.52 O.K

VBR2 DL 3.53 -5.21 360.00 678.61 O.K

1SC2 DL 6.50 -4.73 360.00 1374.60 O.K

VBR8 DL 2.69 -5.05 360.00 532.51 O.K

VBR7 DL 3.54 -5.21 360.00 678.58 O.K

1SC1 DL 9.50 -5.21 360.00 1823.95 O.K

6SC3 DL 5.75 3.35 360.00 1717.97 O.K

4SC1 DL 11.00 1.16 360.00 9524.78 O.K

9C1 DL 8.50 1.90 360.00 4485.99 O.K

9C2 DL 8.50 2.04 360.00 4174.61 O.K

3C3 DL 7.50 0.65 360.00 11591.70 O.K

8C1 DL 2.00 -4.60 360.00 434.52 O.K


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LL

Name Load Name Length,

L(m) Deflection

(mm)

Allowable Deflection

(L/x) L/x Result

3SG2 LL 5.00 -5.21 360.00 960.08 O.K

VBR1 LL 5.40 0.19 360.00 28824.40 O.K

3SG5 LL 1.20 1.96 360.00 612.78 O.K

3G2 LL 5.00 -4.78 360.00 1045.08 O.K

sSC1 LL 1.50 -4.48 360.00 335.02 N.G

3SG4 LL 5.00 -5.21 360.00 959.58 O.K

G2 LL 5.00 -5.21 360.00 959.28 O.K

VBR5 LL 3.53 -5.21 360.00 678.52 O.K

VBR2 LL 3.53 -5.21 360.00 678.61 O.K

1SC2 LL 6.50 -4.73 360.00 1374.60 O.K

VBR8 LL 2.69 -5.05 360.00 532.51 O.K

VBR7 LL 3.54 -5.21 360.00 678.58 O.K

1SC1 LL 9.50 -5.21 360.00 1823.95 O.K

6SC3 LL 5.75 3.35 360.00 1717.97 O.K

4SC1 LL 11.00 1.16 360.00 9524.78 O.K

9C1 LL 8.50 1.90 360.00 4485.99 O.K

9C2 LL 8.50 2.04 360.00 4174.61 O.K

3C3 LL 7.50 0.65 360.00 11591.70 O.K

8C1 LL 2.00 -4.60 360.00 434.52 O.K

8C2 LL 15.50 -4.71 360.00 3293.65 O.K

3C1 LL 7.50 -5.20 360.00 1441.74 O.K


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8. DRIFT CHECK

8.1 Analysis Case-1

8.1.1 Seismic Load Set-1

- Deflection Amplification Factor(Cd): 3.0

- Importance Factor(Ie): 1.2

- Allowable Drift Ratio: 0.015

- Stability Coefficient(Ad): 1

Name Load Set Length

(m) Drift (m) Drift Ratio

Allowable Ratio

Remark

1SC1 Seismic Load Set-1 11.2 0.002 0.0002 0.015 OK









2C1 Seismic Load Set-1 4.5 0.000 0.0001 0.015 OK













4C1 Seismic Load Set-1 3.5 0.001 0.0002 0.015 OK 3C7 Seismic Load Set-1 7.5 0.001 0.0001 0.015 OK



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9. MEMBER DESIGN

9.1 Steel Beam Design

(1) Design Group : 3SG2

Steel Member Design Summary Report based on KSSC-LSD09 [N, mm] A. Member Information a. Member Name - 3SG2 - Beam-326 [4822] b. Material - SS400 (KS09) [1] - Fy = 235.00 MPa c. Section - H 294x200x8/12 [13] d. Member Length - L = 6.000 m - Ly = 2.000 m, Lz = 6.000 m - Lb = 6.000 m (at 1.00L, 6.00 m) e. Effective Length Factor - Ky = 0.500, Kz = 0.500 f. Member Parameters - B1y = 1.000, B1z = 1.000 - B2y = 1.000, B2z = 1.000 - Cb = 1.587 - Cv = 1.000 g. Seismic Provision: Not Considered

294

200

8

12

200

12y

z

A 7.2380e+003 mm2Asy 4.0000e+003 mm2Asz 2.3520e+003 mm2Iy 1.1300e+008 mm4Iz 1.6000e+007 mm4Sy 7.7100e+005 mm3Sz 1.6000e+005 mm3Zy 8.5900e+005 mm3Zz 2.4700e+005 mm3ry 1.2500e+002 mmrz 4.7100e+001 mm

B. Check Slenderness Ratio KL/r = 127.389 < 300.000 ( OK ) C. Check Combined Ratio (at 1.00L, 6.00 m) Load Combination: LCB46_1 (1.20*D+1.00*L+0.30*EQX+1.00*EQY)Axial (Compression) 6.91 kN / 1256.83 kN = 0.006 < 1.000 OK Moment 15.98 kN·m / 181.68 kN·m = 0.088 < 1.000 OK 0.18 kN·m / 52.24 kN·m = 0.003 < 1.000 OK Combined 0.094 < 1.000 OK D. Check Shear Capacity (at 1.00L, 6.00 m) Load Combination: LCB46_1 (1.20*D+1.00*L+0.30*EQX+1.00*EQY)Shear 7.80 kN / 331.63 kN = 0.024 < 1.000 OK E. Check Deflection (at 0.50L, 3.00 m) Load Combination: svLCB1 (1.00*D) Deflection 0.05 mm / 24.00 mm (L/250) = 0.002 < 1.000 OK


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9.2 Steel Column Design

(1) Design Group : 1SC2 Steel Member Design Summary Report based on KSSC-LSD09 [N, mm] A. Member Information a. Member Name - 1SC2 - Column-199 [6025] b. Material - SS400 (KS09) [1] - Fy = 235.00 MPa c. Section - H 350x350x12/19 [33] d. Member Length - L = 22.000 m - Ly = 1.000 m, Lz = 1.000 m - Lb = 1.000 m (at 0.98L, 21.50 m) e. Effective Length Factor - Ky = 0.500, Kz = 0.771 f. Member Parameters - B1y = 1.000, B1z = 1.000 - B2y = 1.000, B2z = 1.000 - Cb = 1.126 - Cv = 1.000 g. Seismic Provision: Not Considered

350

350

12

19

350

19

y

z


B. Check Slenderness Ratio KL/r = 39.225 < 200.000 ( OK ) C. Check Combined Ratio (at 0.98L, 21.50 m) Load Combination: LCB46_4 (1.20*D+1.00*L-0.30*EQX-1.00*EQY)Axial (Compression) 119.04 kN / 3664.42 kN = 0.032 < 1.000 OK Moment 5.09 kN·m / 539.33 kN·m = 0.009 < 1.000 OK 6.00 kN·m / 249.57 kN·m = 0.024 < 1.000 OK Combined 0.050 < 1.000 OK D. Check Shear Capacity (at 0.98L, 21.50 m) Load Combination: LCB45_4 (1.20*D+1.00*L-1.00*EQX-0.30*EQY)Shear 12.73 kN / 592.20 kN = 0.022 < 1.000 OK E. Check Deflection (at 0.00L, 0.00 m) Load Combination: svLCB2 (1.00*D+1.00*L)Deflection 0.00 mm / 88.00 mm (L/250) = 0.000 < 1.000 OK


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(2) Design Group : sSC31 Steel Member Design Summary Report based on KSSC-LSD09 [N, mm] A. Member Information a. Member Name - sSC31 - Sub Column-7 [5946] b. Material - SS400 (KS09) [1] - Fy = 235.00 MPa c. Section - C 150x75x9/12.5 [5] d. Member Length - L = 2.800 m - Ly = 2.800 m, Lz = 2.800 m - Lb = 2.800 m (at 1.00L, 2.80 m) e. Effective Length Factor - Ky = 1.000, Kz = 1.000 f. Member Parameters - B1y = 1.000, B1z = 1.000 - B2y = 1.000, B2z = 1.000 - Cb = 0.002 - Cv = 1.000 g. Seismic Provision: Not Considered 15

0

75

9

12.5

75

12.5y

z


B. Check Slenderness Ratio KL/r = 127.854 < 200.000 ( OK ) C. Check Combined Ratio (at 1.00L, 2.80 m) Load Combination: LCB45_4 (1.20*D+1.00*L-1.00*EQX-0.30*EQY)Axial (Compression) 3.26 kN / 292.26 kN = 0.011 < 1.000 OK Moment 0.16 kN·m / 34.70 kN·m = 0.005 < 1.000 OK 0.00 kN·m / 9.58 kN·m = 0.000 < 1.000 OK Combined 0.011 < 1.000 OK D. Check Shear Capacity (at 0.00L, 0.00 m) Load Combination: LCB45_3 (1.20*D+1.00*L-1.00*EQX+0.30*EQY)Shear 0.13 kN / 171.32 kN = 0.001 < 1.000 OK E. Check Deflection (at 0.00L, 0.00 m) Load Combination: svLCB2 (1.00*D+1.00*L)Deflection 0.00 mm / 11.20 mm (L/250) = 0.000 < 1.000 OK


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9.3 Steel Brace Design

(1) Design Group : VBR8 Steel Member Design Summary Report based on KSSC-LSD09 [N, mm] A. Member Information a. Member Name - VBR8 - Brace-164 [4384] b. Material - SS400 (KS09) [1] - Fy = 235.00 MPa c. Section - L 150x15 [6] d. Member Length - L = 3.717 m - Ly = 3.717 m, Lz = 3.717 m - Lb = 3.717 m (at 0.00L, 0.00 m) e. Effective Length Factor - Ky = 1.000, Kz = 1.000 f. Member Parameters - B1y = 1.000, B1z = 1.000 - B2y = 1.000, B2z = 1.000 - Cb = 1.918 - Cv = 1.000 g. Seismic Provision: Not Considered

150

150

15

15

y

z

A 4.2740e+003 mm2Asy 1.8750e+003 mm2Asz 1.8750e+003 mm2Iy 8.8800e+006 mm4Iz 8.8800e+006 mm4Sy 8.2600e+004 mm3Sz 8.2600e+004 mm3Zy 1.5300e+005 mm3Zz 1.5300e+005 mm3ry 4.5600e+001 mmrz 4.5600e+001 mmrp 2.9488e+001 mm

B. Check Slenderness Ratio KL/r = 126.037 < 300.000 ( OK ) C. Check Combined Ratio (at 0.00L, 0.00 m) Load Combination: LCB1 (1.40*D) Axial (Tension) 42.18 kN / 903.95 kN = 0.047 < 1.000 OK Moment 0.34 kN·m / 26.20 kN·m = 0.013 < 1.000 OK 0.05 kN·m / 26.20 kN·m = 0.002 < 1.000 OK Combined 0.062 < 1.000 OK D. Check Shear Capacity (at 0.00L, 0.00 m) Load Combination: LCB1 (1.40*D) Shear 0.62 kN / 285.53 kN = 0.002 < 1.000 OK E. Check Deflection (at 1.00L, 3.72 m) NONE Deflection 0.00 mm / 0.00 mm (L/0) = 0.000 < 1.000 Not Check


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9.4 RC Beam Design

(1) Design Group : G1 A. Member Information a. Member Name: G1 - Beam-181 [2702] b. Material: C30 [2], fck = 30.00 MPa, fy = 500.00 MPa, fyt = 400.00 MPa c. Section: SB 1000x950 [35] [Start]

1000

950

[Middle]10

00

950

[End]

1000

950TOP: 9-D22BOT: 7-D22STIRRUPS: 2-D10@300 SKIN BAR: 5-D13 TOP: 7-D22BOT: 10-D22STIRRUPS: 2-D10@300SKIN BAR: 5-D13

TOP: 9-D22 BOT: 7-D22 STIRRUPS: 2-D10@300 SKIN BAR: 5-D13 B. Check Moment & Shear Capacity a. Check Left Part (0.00L - 0.25L) Neg. Moment Combination LCB2 (1.20*D+1.60*L) 342.59 kN·m / 1458.36 kN·m = 0.235 < 1.000 OK OK Pos. Moment Combination LCB79_1 (1.00*EQX+1.00*EQY) 72.33 kN·m / 1139.21 kN·m = 0.063 < 1.000 OK OK Shear Combination LCB67_1 (1.20*D+1.00*L+1.00*EQX+0.30*EQY) 161.52 kN < 3330.15 kN OK 624.40 kN + 205.43 kN = 829.83 kN 161.52 kN / 829.83 kN = 0.195 < 1.000 Critical 300.00 mm < 480.00 mm OK b. Check Middle Part (0.25L - 0.75L) Neg. Moment Combination LCB2 (1.20*D+1.60*L) 165.46 kN·m / 1139.23 kN·m = 0.145 < 1.000 OK OK Pos. Moment Combination LCB67_1 (1.20*D+1.00*L+1.00*EQX+0.30*EQY) 71.08 kN·m / 1617.30 kN·m = 0.044 < 1.000 OK OK Shear Combination LCB67_1 (1.20*D+1.00*L+1.00*EQX+0.30*EQY) 120.69 kN < 3330.15 kN OK 624.40 kN + 205.43 kN = 829.83 kN 120.69 kN / 829.83 kN = 0.145 < 1.000 Critical 300.00 mm < 480.00 mm OK c. Check Right Part (0.75L - 1.00L) Neg. Moment Combination LCB71_4 (0.90*D-1.00*EQX-0.30*EQY) 178.68 kN·m / 1458.36 kN·m = 0.123 < 1.000 OK


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OK Pos. Moment Combination LCB79_1 (1.00*EQX+1.00*EQY) 101.49 kN·m / 1139.21 kN·m = 0.089 < 1.000 OK OK Shear Combination LCB1 (1.40*D) 121.12 kN < 3330.15 kN OK 624.40 kN + 205.43 kN = 829.83 kN 121.12 kN / 829.83 kN = 0.146 < 1.000 Critical 300.00 mm < 480.00 mm OK C. Check Crack a. Neg. Crack Left Combination svLCB55 (0.60*D) 114.30 mm < 252.00 mm OK Middle Combination svLCB6 (1.00*D+0.75*L) 152.40 mm < 252.00 mm OK Right Combination svLCB55 (0.60*D) 114.30 mm < 252.00 mm OK b. Pos. Crack Left Combination svLCB55 (0.60*D) 152.40 mm < 252.00 mm OK Middle Combination svLCB55 (0.60*D) 101.60 mm < 252.00 mm OK Right Combination svLCB55 (0.60*D) 152.40 mm < 252.00 mm OK D. Check Skin Reinforcement Left Combination svLCB2 (1.00*D+1.00*L) 153.33 mm < 1191.54 mm OK Middle Combination svLCB2 (1.00*D+1.00*L) 153.33 mm < 2185.70 mm OK Right Combination svLCB1 (1.00*D) 153.33 mm < 3192.18 mm OK E. Check Deflection Immediate Combination svLCB2 (1.00*D+1.00*L) 0.00 mm / 21.74 mm (L/230) = 0.000 < 1.000 OK Long-Term Combination svLCB2 (1.00*D+1.00*L) 0.00 mm / 13.89 mm (L/360) = 0.000 < 1.000 OK


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(2) Design Group : 3B4 RC Member Design Summary Report based on KCI-USD12 [N, mm] A. Member Information a. Member Name: 3B4 - Sub Beam-27 [1260] b. Material: C30 [2], fck = 30.00 MPa, fy = 500.00 MPa, fyt = 400.00 MPa c. Section: SB 700x500 [499] [Start]

700

500

[Middle]70

0

500

[End]

700

500TOP: 3-D22BOT: 3-D22STIRRUPS: 2-D10@300 TOP: 3-D22BOT: 3-D22STIRRUPS: 2-D10@300 TOP: 3-D22 BOT: 3-D22 STIRRUPS: 2-D10@300 B. Check Moment & Shear Capacity a. Check Left Part (0.00L - 0.25L) Neg. Moment Combination LCB79_1 (1.00*EQX+1.00*EQY) 0.00 kN·m / 333.18 kN·m = 0.000 < 1.000 OK OK Pos. Moment Combination LCB1 (1.40*D) 43.45 kN·m / 333.18 kN·m = 0.130 < 1.000 OK OK Shear Combination LCB1 (1.40*D) 42.26 kN < 1204.99 kN OK 225.94 kN + 94.16 kN = 320.09 kN 42.26 kN / 320.09 kN = 0.132 < 1.000 Critical 300.00 mm < 330.00 mm OK b. Check Middle Part (0.25L - 0.75L) Neg. Moment Combination LCB79_1 (1.00*EQX+1.00*EQY) 0.00 kN·m / 333.18 kN·m = 0.000 < 1.000 OK OK Pos. Moment Combination LCB1 (1.40*D) 53.04 kN·m / 333.18 kN·m = 0.159 < 1.000 OK OK Shear Combination LCB1 (1.40*D) 27.85 kN < 1204.99 kN OK 225.94 kN + 94.16 kN = 320.09 kN 27.85 kN / 320.09 kN = 0.087 < 1.000 Critical 300.00 mm < 330.00 mm OK c. Check Right Part (0.75L - 1.00L) Neg. Moment Combination LCB79_1 (1.00*EQX+1.00*EQY) 0.00 kN·m / 333.18 kN·m = 0.000 < 1.000 OK OK Pos. Moment Combination LCB1 (1.40*D)


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29.63 kN·m / 333.18 kN·m = 0.089 < 1.000 OK OK Shear Combination LCB1 (1.40*D) 31.22 kN < 1204.99 kN OK 225.94 kN + 94.16 kN = 320.09 kN 31.22 kN / 320.09 kN = 0.098 < 1.000 Critical 300.00 mm < 330.00 mm OK C. Check Crack a. Neg. Crack Left Combination svLCB55 (0.60*D) 232.20 mm < 252.00 mm OK Middle Combination NONE 0.00 mm < 0.00 mm Not CheckRight Combination svLCB55 (0.60*D) 232.20 mm < 252.00 mm OK b. Pos. Crack Left Combination svLCB55 (0.60*D) 232.20 mm < 252.00 mm OK Middle Combination svLCB55 (0.60*D) 232.20 mm < 252.00 mm OK Right Combination svLCB55 (0.60*D) 232.20 mm < 252.00 mm OK D. Check Skin Reinforcement Left Combination NONE 0.00 mm < 0.00 mm OK Middle Combination NONE 0.00 mm < 0.00 mm OK Right Combination NONE 0.00 mm < 0.00 mm OK E. Check Deflection Immediate Combination svLCB2 (1.00*D+1.00*L) 0.00 mm / 21.74 mm (L/230) = 0.000 < 1.000 OK Long-Term Combination svLCB6 (1.00*D+0.75*L) 0.06 mm / 13.89 mm (L/360) = 0.005 < 1.000 OK


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9.5 RC Column Design

(1) Design Group : 5C1 RC Member Design Summary Report based on KCI-USD12 [N, mm] A. Member Information a. Member Name: 5C1 - Column-264 [6554] b. Material: C30 [2], fck = 30.00 MPa, fy = 240.00 MPa, fyt = 240.00 MPa c. Section: SB 900x950 [30] d. Member Length: L = 6.000 m, Ly = 6.000 m, Lz = 6.000 m (at 0.00L, 0.00 m) e. Effective Length Factor: Ky = 0.804, Kz = 0.858 f. Member Parameters: δnsy = 1.00, δnsz = 1.00, δsy = 1.00, δsz = 1.00 B. Check Slenderness Ratio KyL/ry = 18.558 < 24.094 (Non-slender) KzL/rz = 18.776 < 24.971 (Non-slender) C. Check Axial + Moment Capacity Section Information P-M Interactive Diagram ΦPn (kN) ΦMn (kN·m)

900

950yz MAIN: 7/5-D22 END HOOP: 4/4-D10@350 MID HOOP: 4/4-D10@350

15466.94 0.0011591.92 1348.429637.57 1755.208171.38 1978.287542.14 2133.017045.88 2225.966630.54 2289.386245.50 2339.165832.65 2386.935056.47 2340.413525.91 2000.001503.40 1401.59-2006.73 0.00 Load Combination: LCB2 (1.20*D+1.60*L)Axial Ratio 966.69 kN / 6624.79 kN = 0.146 < 1.000 OK Moment Ratio 308.66 kN·m / 2104.44 kN·m = 0.147 < 1.000 OK 84.43 kN·m / 593.88 kN·m = 0.142 < 1.000 320.00 kN·m / 2186.64 kN·m = 0.146 < 1.000 OK Rebar Ratio OK D. Check Shear Capacity

End Shear (at 0.00L, 0.00 m) Combination LCB67_3 (1.20*D+1.00*L-1.00*EQX+0.30*EQY) 102.14 kN < 2983.26 kN OK 595.36 kN + 210.32 kN = 805.68 kN 102.14 kN / 805.68 kN = 0.127 < 1.000 OK 350.00 mm < 355.20 mm OK

Middle Shear (at 0.25L, 1.50 m) Combination LCB67_3 (1.20*D+1.00*L-1.00*EQX+0.30*EQY) 102.14 kN < 2983.26 kN OK 597.06 kN + 210.32 kN = 807.38 kN 102.14 kN / 807.38 kN = 0.127 < 1.000 OK 350.00 mm < 355.20 mm OK


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(2) Design Group : 4C2 RC Member Design Summary Report based on KCI-USD12 [N, mm] A. Member Information a. Member Name: 4C2 - Column-274 [6564] b. Material: C30 [2], fck = 30.00 MPa, fy = 500.00 MPa, fyt = 400.00 MPa c. Section: SB 1000x700 [497] d. Member Length: L = 3.500 m, Ly = 3.500 m, Lz = 3.500 m (at 0.00L, 0.00 m) e. Effective Length Factor: Ky = 0.952, Kz = 1.000 f. Member Parameters: δnsy = 1.00, δnsz = 1.00, δsy = 1.00, δsz = 1.00 B. Check Slenderness Ratio KyL/ry = 11.547 < 31.661 (Non-slender) KzL/rz = 17.321 < 28.454 (Non-slender) C. Check Axial + Moment Capacity Section Information P-M Interactive Diagram ΦPn (kN) ΦMn (kN·m)

1000

700yz MAIN: 6/4-D22 END HOOP: 4/4-D10@350 MID HOOP: 4/4-D10@350

13990.33 0.0010044.44 1448.658388.33 1818.237081.65 2013.496037.79 2122.065199.81 2188.344827.13 2273.734504.96 2362.664138.65 2456.563617.75 2577.262457.89 2399.22487.98 1764.38-3483.90 0.00 Load Combination: LCB1 (1.40*D) Axial Ratio 503.23 kN / 5379.11 kN = 0.094 < 1.000 OK Moment Ratio 29.01 kN·m / 316.36 kN·m = 0.092 < 1.000 OK 131.91 kN·m / 1402.96 kN·m = 0.094 < 1.000 135.07 kN·m / 1438.19 kN·m = 0.094 < 1.000 OK Rebar Ratio OK D. Check Shear Capacity

End Shear (at 1.00L, 3.50 m) Combination LCB68_4 (1.20*D+1.00*L-0.30*EQX-1.00*EQY) 53.43 kN < 2409.98 kN OK 470.17 kN + 161.41 kN = 631.58 kN 53.43 kN / 631.58 kN = 0.085 < 1.000 OK 350.00 mm < 355.20 mm OK

Middle Shear (at 0.75L, 2.63 m) Combination LCB68_4 (1.20*D+1.00*L-0.30*EQX-1.00*EQY) 53.43 kN < 2409.98 kN OK 470.97 kN + 161.41 kN = 632.38 kN 53.43 kN / 632.38 kN = 0.084 < 1.000 OK 350.00 mm < 355.20 mm OK


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9.6 RC Plate Design RC Member Design Summary Report based on KCI-USD12 [N, mm] A. Member Information a. Member Name: PL3 - Plate-2 [6179] b. Material: C30 [2], fck = 30.00 MPa, fy = 500.00 MPa, fyt = 400.00 MPa c. Thickness: T300 [3]1.00m

1.00

m

x

y

TOP: D16@250/D16@250BOT: D16@250/D16@250SHEAR: D10@400/D10@400 B. Check Moment & Shear Capacity a. Check x-Direction Neg. Moment Combination LCB68_1 (1.20*D+1.00*L+0.30*EQX+1.00*EQY) 14.14 kN·m/m / 93.88 kN·m/m = 0.151 < 1.000 OK OK Pos. Moment Combination LCB68_1 (1.20*D+1.00*L+0.30*EQX+1.00*EQY) 16.14 kN·m/m / 93.88 kN·m/m = 0.172 < 1.000 OK OK Shear Combination LCB68_1 (1.20*D+1.00*L+0.30*EQX+1.00*EQY) 53.47 kN/m < 949.39 kN/m OK 178.01 kN/m + 0.00 kN/m = 178.01 kN/m 53.47 kN/m / 178.01 kN/m = 0.300 < 1.000 OK b. Check y-Direction Neg. Moment Combination LCB2 (1.20*D+1.60*L) 21.78 kN·m/m / 94.23 kN·m/m = 0.231 < 1.000 OK OK Pos. Moment Combination LCB2 (1.20*D+1.60*L) 25.30 kN·m/m / 94.23 kN·m/m = 0.268 < 1.000 OK OK Shear Combination LCB2 (1.20*D+1.60*L) 30.83 kN/m < 891.33 kN/m OK 167.12 kN/m + 0.00 kN/m = 167.12 kN/m 57.55 kN/m / 167.12 kN/m = 0.344 < 1.000 OK C. Check Crack a. Check x-Direction Neg. Crack Combination svLCB57_2 (0.60*D-0.70*EQY) 252.00 mm > 250.00 mm OK Pos. Crack Combination svLCB57_2 (0.60*D-0.70*EQY) 252.00 mm > 250.00 mm OK b. Check y-Direction Neg. Crack Combination svLCB57_2 (0.60*D-0.70*EQY)


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252.00 mm > 250.00 mm OK Pos. Crack Combination svLCB57_2 (0.60*D-0.70*EQY) 252.00 mm > 250.00 mm OK


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10. APPENDIX

10.1 Reaction Forces

(1) Analysis Case-1

- DL

Node N N·m

Fx Fy Fz Mx My Mz

52 1.891e+004 8.245e+003 3.120e+005 -9.058e+003 -5.743e+001 -1.304e+002

53 9.008e+002 1.364e+004 1.866e+005 -1.777e+004 4.820e+003 6.639e+001

54 -4.649e+002 -1.348e+004 3.228e+005 2.279e+004 -7.535e+003 -2.211e+002

55 -1.662e+004 -1.562e+004 3.721e+005 2.567e+004 -9.625e+003 2.668e+002

131 2.295e+003 -4.968e+002 9.157e+004 1.423e+003 8.967e+002 -2.103e+000

455 1.591e+002 -1.094e+003 8.175e+004 2.866e+003 6.460e+002 -4.828e-001

457 1.506e+002 -3.479e+002 6.431e+004 1.063e+003 6.366e+002 6.914e-001

459 9.198e+001 -2.808e+002 8.460e+004 1.184e+003 1.526e+003 2.950e+000

461 2.547e+003 -4.930e+002 9.369e+004 1.913e+003 6.203e+002 -3.287e+000

463 2.572e+002 -3.777e+002 6.463e+004 1.419e+003 1.107e+003 -3.887e-001

465 2.865e+002 -4.530e+002 5.143e+004 1.567e+003 1.197e+003 1.382e-001

479 -8.796e+000 -4.702e+002 7.938e+004 1.308e+003 1.466e+003 2.223e+000

2092 2.816e+003 4.822e+003 1.182e+005 -5.823e+003 5.005e+003 8.130e-003

2118 -4.549e+002 1.051e+001 4.720e+004 1.392e+002 -7.528e+002 -2.182e-001

2131 -1.192e+004 -6.261e+003 9.856e+005 2.841e+004 -9.633e+003 1.167e+003

2133 4.741e+002 -4.750e+003 1.006e+006 1.833e+004 1.059e+004 1.877e+003

2134 5.073e+002 -2.523e+003 6.860e+005 9.918e+003 8.905e+003 2.056e+003

2137 7.639e+000 -1.624e+002 4.519e+004 3.672e+002 1.820e+002 1.117e-001

2138 6.184e+001 -1.970e+002 5.703e+004 4.707e+002 2.850e+002 6.202e-002

2140 5.643e+003 -3.230e+003 8.853e+005 2.240e+004 2.754e+004 1.488e+003

2141 7.046e+003 3.947e+003 9.163e+005 1.549e+004 2.837e+004 1.762e+003

2142 5.946e+003 -3.356e+003 8.979e+005 1.996e+004 2.783e+004 1.734e+003

2143 1.298e+003 -7.247e+003 1.593e+005 1.188e+004 1.782e+003 -6.815e-001

2193 4.601e+003 -4.820e+002 6.413e+005 5.000e+003 2.280e+004 1.952e+003

2194 5.336e+003 -1.800e+003 9.318e+005 1.276e+004 2.622e+004 1.965e+003

2195 -1.227e+003 -6.471e+003 9.836e+005 2.599e+004 7.654e+003 1.541e+003

2197 -3.432e+004 -7.664e+003 1.589e+006 2.930e+004 -7.389e+004 2.676e+003

2198 -2.025e+003 -2.106e+003 5.518e+005 2.098e+004 1.737e+004 3.433e+003

2199 7.696e+003 4.870e+004 9.505e+005 -5.477e+004 2.753e+004 3.554e+003

structural calculation report for oil refinery …new.midasuser.com/data/pdf_5_08.pdf · structural...

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