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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
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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 on Structure
Wind Load-1(a)(-) 200
Wind Load on Structure
Wind Load-1(a+90)(-) 200
(2) Column
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 on Structure
Wind Load-1(a)(-) 200
Wind Load on Structure
Wind Load-1(a+90)(-) 200
(3) Brace
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 Wind Load-1(a+90)(+) 200
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Structure
Wind Load on Structure
Wind Load-1(a)(-) 200
Wind Load on Structure
Wind Load-1(a+90)(-) 200
1.4.2 Allowable Deflections of STEEL 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 on Structure
Wind Load-1(a)(-) 200
Wind Load on Structure
Wind Load-1(a+90)(-) 200
(2) Column
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 on Structure
Wind Load-1(a)(-) 200
Wind Load on Structure
Wind Load-1(a+90)(-) 200
(3) Brace
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 on Structure
Wind Load-1(a)(-) 200
Wind Load on Structure
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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2.3 Frame Elevations & Sections
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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
Mark Section Material Remarks
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
Mark Section Material Remarks
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 Grid Set-1 : Line <5>
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
(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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6.1.5.2 Plate Force
(1) Bending Moment-x
DL
LL
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(1) Bending Moment-y
DL
LL
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6.1.6 Grid Set-1 : Level <EL.+20.00>
6.1.6.1 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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7. DEFLECTION CHECK
7.1 Analysis Case-1
7.1.1 Grid Set-1 : Line <4>
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
1SC2 Seismic Load Set-1 3.0 0.000 0.0001 0.015 OK
1SC2 Seismic Load Set-1 7.5 0.003 0.0003 0.015 OK
4SC1 Seismic Load Set-1 11.0 0.001 0.0001 0.015 OK
6SC1 Seismic Load Set-1 5.8 0.003 0.0005 0.015 OK
10SC2 Seismic Load Set-1 6.0 0.001 0.0002 0.015 OK
10SC2 Seismic Load Set-1 6.0 0.001 0.0002 0.015 OK
10SC2 Seismic Load Set-1 6.0 0.001 0.0002 0.015 OK
23SC2 Seismic Load Set-1 7.1 0.003 0.0004 0.015 OK
2C1 Seismic Load Set-1 4.5 0.000 0.0001 0.015 OK
3C1 Seismic Load Set-1 7.5 0.000 0.0001 0.015 OK
3C10 Seismic Load Set-1 7.5 0.000 0.0001 0.015 OK
3C11 Seismic Load Set-1 7.5 0.000 0.0001 0.015 OK
3C12 Seismic Load Set-1 7.5 0.000 0.0001 0.015 OK
3C13 Seismic Load Set-1 7.5 0.000 0.0001 0.015 OK
3C2 Seismic Load Set-1 7.5 0.000 0.0001 0.015 OK
3C4 Seismic Load Set-1 7.5 0.000 0.0001 0.015 OK
3C5 Seismic Load Set-1 7.5 0.000 0.0001 0.015 OK
3C6 Seismic Load Set-1 7.5 0.001 0.0001 0.015 OK
3C7 Seismic Load Set-1 7.5 0.001 0.0001 0.015 OK
3C8 Seismic Load Set-1 3.0 0.000 0.0002 0.015 OK
3C9 Seismic Load Set-1 7.5 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
3C8 Seismic Load Set-1 3.0 0.000 0.0002 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
A 1.7390e+004 mm2Asy 1.1083e+004 mm2Asz 4.2000e+003 mm2Iy 4.0300e+008 mm4Iz 1.3600e+008 mm4Sy 2.3000e+006 mm3Sz 7.7600e+005 mm3Zy 2.5500e+006 mm3Zz 1.1800e+006 mm3ry 1.5200e+002 mmrz 8.8400e+001 mm
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
A 3.0590e+003 mm2Asy 1.5625e+003 mm2Asz 1.3500e+003 mm2Iy 1.0500e+007 mm4Iz 1.4700e+006 mm4Sy 1.4000e+005 mm3Sz 2.8300e+004 mm3Zy 1.6406e+005 mm3Zz 5.9625e+004 mm3ry 5.8600e+001 mmrz 2.1900e+001 mm
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)
OIL REFINERY PROJECT Doc. Name: Sample Report
Date: 24. Apr. 2015
Page: 75 / 76
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
OIL REFINERY PROJECT Doc. Name: Sample Report
Date: 24. Apr. 2015
Page: 76 / 76
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