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Design Calculation Report
Project: Furniture Store and Offices
RCC Foundation
Structural Analysis and Design Calculation - Rev 0
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Contents
1. Introduction and Objective
.......................................................................................................................................................................................
2
2. References And Codes
.................................................................................................................................................................................................
3
3. Design Data & Materials Properties
.......................................................................................................................................................................
3
4. Stability Analysis
...........................................................................................................................................................................................................
3
5. Existing Ground As Per Soil Report
........................................................................................................................................................................
4
6. Footing Design for Grid A and Grid G Main Frame PEB columns
reactions Concentric Type
Foundation................................. 5
7. Footing Design for Grid G from Grid 1 to 4 Main Frame PEB
columns Eccentric Foundation
Type................................... 6
8. Footing Design for Grid A / 1 & 10 and along Grid G / 1
& 10 End Frame Foundations concentric
type................................. 7
9. Footing Design for Grid 1 and along Grid 10 End wall PEB
columns reactions Foundations concentric
type....................... 8
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1. Introduction and Objective
The purpose of this report is to provide the structural analysis
and design for foundations for Main PEB Building in this
project. Foundation design based on reactions provided in the
figure 1 as shown below.
1.Along Grid A and along Grid G Main Frame PEB columns reactions
provided and designed as concentric isolated
foundation. This part is elaborated under the Chapter 6.
2.Along Grid G from Grid 1 to 4 Main Frame PEB columns reactions
provided and designed as eccentric isolated
foundation. This part is elaborated under the Chapter 7.
3.Along Grid A / 1 & 10 and along Grid G / 1 & 10 End
Frame PEB columns reactions provided and designed as isolated
foundation. This part is elaborated under the Chapter 8.
4.Along Grid 1 and along Grid 10 End wall PEB columns reactions
provided and designed as isolated foundation.
This part is elaborated under the Chapter 9.
Figure 1: PEB Framing Layout Plan and Reaction
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2. References And Codes
The references of codes and standards are:
+ Qatar Construction Specification
+
BS 8002: Earth Retaining Structures
+ BS 8004: Foundations
3. Design Data & Materials Properties
CONCRETE
Design of concrete shall be in accordance with BS8110:1998
Structural Use of Concrete.
Reinforced structural concrete C40
Compressive Strength: fcu= 40N/mm2with minimum 370kg/m3Ordinary
Portland Cement (OPC).
Blinding Concrete C15
Compressive Strength: fcu= 15N/mm2with minimum 280kg/m3Sulphate
Resisting Cement (SRC).
REINFORCEMENT STEEL
Two types of reinforcing steel will be used.
Main Reinforcement
Uncoated high yield strength deformed bars with characteristic
strength of 500N/mm2 conforming to BS4449.
Links and Blinding Steel
Uncoated mild steel plain bars with characteristic strength of
250N/mm2 conforming to BS4449.
4. Stability Analysis
In stability analysis calculations, using factored working
loads, foundations shall be designed to have minimum factors of
safety as noted below. The weight of soil overburden may
generally be taken into account when calculating factor of
safety,
except as noted below.
Min factor of safety against overturning = 1.5 Min factor of
safety against sliding = 1.5
Min factor of safety against uplift = 1.5 (including
overburden)
Min factor of safety against uplift = 1.1 (no allowance for
overburden)
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5. Existing Ground As Per Soil Report
The assumed parameters as per the geotechnical investigation
report provided, are as the following:
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6. Footing Design for Grid A and Grid G Main Frame PEB columns
reactions
Concentric Type Foundation
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
Column Base Design : Default single column example: working load
stability checksC15
Input Data
Base length A (m)
Base width B (m)
Column(s)
C (m)
D (m)
E (m)
F (m)
Stub column height X (m)
Base depth Y (m)
Soil cover Z (m)
Concrete density (kN/m3)
Soil density (kN/m3)
Soil friction angle ()
Base friction constant
Rebar depth top X (mm)
Rebar depth top Y (mm)
Rebar depth bottom X (mm)
Rebar depth bottom Y (mm)
ULS ovt. LF: Self weight
ULS LF: Self weight
Max. SLS bearing pr. (kN/m)
S.F. Overturning (ULS)
S.F. Slip (ULS)
fcu base (MPa)
fcu columns (MPa)
fy (MPa)
3.5
3.5
Col 1 Col 2
.45
.45
1
0.5
1
25
18
30
0.75
5050
50
50
1
1
300
1.5
1.5
35.0
35.0
425
Unfactored Loads
LoadCase
Colno.
LFULSovt
LFULS
P(kN)
Hx(kN)
Hy(kN)
Mx(kNm)
My(kNm)
1 1 1 1 190 200
2 1 1 1 -105 204
A
X
Y
Y
B
C1
D1
P
Mx
Z
Hx
Y
X
BS8110 - 1997
Sketch of Base
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8/9/2019 Analysis & Design of Foundation System for
Furniture Factory - Rev 0
8/25
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
Output for Load Case 1
Output for Load Case 1
Soil pressure (ULS)(kN/m) 88.10
Soil pressure (SLS)(kN/m) 88.10
SF overturning (SLS) 3.30SF overturning (ULS) 3.30
Safety Factor slip (ULS) 2.71
Safety Factor uplift (ULS >100
Bottom
Design moment X(kNm/m) 52.78
Reinforcement X(mm/m) 334
Design moment Y(kNm/m) 18.17
Reinforcement Y(mm/m) 115
Top
Design moment X(kNm/m) -16.45
Reinforcement X(mm/m) 104
Design moment Y(kNm/m) 0.00
Reinforcement Y(mm/m) 0
Linear Shear X (MPa) 0.105
vc (MPa) 0.376
Linear Shear Y (MPa) 0.036
vc (MPa) 0.376
Linear Shear Other(MPa) 0.000
Punching Shear (MPa) 0.089
vc (MPa) 0.376
Cost 2622.74
3.50
X
Y
Y
3.5
0
0.45
0.45
P
Mx
1.0
0Hx
0.50
1.00
88.10 kN/m
3.50
X
Y
Y
3.5
0
0.45
0.45
P
Mx
1.0
0Hx
0.50
1.00
88.10 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)
Max M (-)
Max Shear
Load Case:1
BS8110 - 1997
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Furniture Factory - Rev 0
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
Output for Load Case 2
Output for Load Case 2
Soil pressure (ULS)(kN/m) 83.39
Soil pressure (SLS)(kN/m) 83.39
SF overturning (SLS) 1.54SF overturning (ULS) 1.54
Safety Factor slip (ULS) 1.57
Safety Factor uplift (ULS 3.57
Bottom
Design moment X(kNm/m) 34.84
Reinforcement X(mm/m) 220
Design moment Y(kNm/m) 0.00
Reinforcement Y(mm/m) 0
Top
Design moment X(kNm/m) -35.46
Reinforcement X(mm/m) 224
Design moment Y(kNm/m) -9.84
Reinforcement Y(mm/m) 62
Linear Shear X (MPa) 0.071
vc (MPa) 0.376
Linear Shear Y (MPa) 0.020
vc (MPa) 0.376
Linear Shear Other(MPa) 0.000
Punching Shear (MPa) 0.063
vc (MPa) 0.376
Cost 2535.07
3.50
X
Y
Y
3.5
0
0.45
0.45
P
Mx
1.0
0Hx
0.50
1.00
83.39 kN/m
3.50
X
Y
Y
3.5
0
0.45
0.45
P
Mx
1.0
0Hx
0.50
1.00
83.39 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)
Max M (-)
Max Shear
Load Case:2
BS8110 - 1997
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Furniture Factory - Rev 0
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
Schematic reinforcement o f Base
15Y16-B-250 (B2)
15Y16-A-250 (B1)
15Y12-D-250 ABR (T2)
15Y12-C-250 ABR (T1)
col1
PLAN
SECTION
B B B B B B B B B B B B B B B
3R10-H
R10-H
2Y20-G
2Y25-F +
4Y25-E +
E
E
E
E
F F
G
G
SECTION: col1
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7. Footing Design for Grid G from Grid 1 to 4 Main Frame PEB
columns
Eccentric Foundation Type
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
Column Base Design : Default single column example: working load
stability checksC15
Input Data
Base length A (m)
Base width B (m)
Column(s)
C (m)
D (m)
E (m)
F (m)
Stub column height X (m)
Base depth Y (m)
Soil cover Z (m)
Concrete density (kN/m3)
Soil density (kN/m3)
Soil friction angle ()
Base friction constant
Rebar depth top X (mm)
Rebar depth top Y (mm)
Rebar depth bottom X (mm)
Rebar depth bottom Y (mm)
ULS ovt. LF: Self weight
ULS LF: Self weight
Max. SLS bearing pr. (kN/m)
S.F. Overturning (ULS)
S.F. Slip (ULS)
fcu base (MPa)
fcu columns (MPa)
fy (MPa)
3.75
3.75
Col 1 Col 2
.45
.45
-1.5
1
.75
1
25
18
30
0.75
5050
50
50
1
1
300
1.5
1.5
35.0
35.0
425
Unfactored Loads
LoadCase
Colno.
LFULSovt
LFULS
P(kN)
Hx(kN)
Hy(kN)
Mx(kNm)
My(kNm)
1 1 1 1 190 200
2 1 1 1 -105 204
A
X
Y
Y
B
E1
C1
D1
P
Mx
Z
Hx
Y
X
BS8110 - 1997
Sketch of Base
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8/9/2019 Analysis & Design of Foundation System for
Furniture Factory - Rev 0
13/25
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
Output for Load Case 1
Output for Load Case 1
Soil pressure (ULS)(kN/m) 57.51
Soil pressure (SLS)(kN/m) 57.51
SF overturning (SLS) 21.12SF overturning (ULS) 21.12
Safety Factor slip (ULS) 3.70
Safety Factor uplift (ULS >100
Bottom
Design moment X(kNm/m) 83.14
Reinforcement X(mm/m) 338
Design moment Y(kNm/m) 18.53
Reinforcement Y(mm/m) 75
Top
Design moment X(kNm/m) 0.00
Reinforcement X(mm/m) 0
Design moment Y(kNm/m) 0.00
Reinforcement Y(mm/m) 0
Linear Shear X (MPa) 0.057
vc (MPa) 0.376
Linear Shear Y (MPa) 0.019
vc (MPa) 0.376
Linear Shear Other(MPa) 0.000
Punching Shear (MPa) 0.012
vc (MPa) 0.376
Cost 4401.42
3.75
X
Y
Y
3.7
5
-1.50
0.45
0.45
P
Mx
1.0
0Hx
0.75
1.00
57.51 kN/m
3.75
X
Y
Y
3.7
5
-1.50
0.45
0.45
P
Mx
1.0
0Hx
0.75
1.00
57.51 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)
Max M (-)
Max Shear
Load Case:1
BS8110 - 1997
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Furniture Factory - Rev 0
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
Output for Load Case 2
Output for Load Case 2
Soil pressure (ULS)(kN/m) 115.68
Soil pressure (SLS)(kN/m) 115.68
SF overturning (SLS) 1.51SF overturning (ULS) 1.51
Safety Factor slip (ULS) 2.54
Safety Factor uplift (ULS 4.94
Bottom
Design moment X(kNm/m) 94.71
Reinforcement X(mm/m) 385
Design moment Y(kNm/m) 0.00
Reinforcement Y(mm/m) 0
Top
Design moment X(kNm/m) -0.41
Reinforcement X(mm/m) 2
Design moment Y(kNm/m) -10.04
Reinforcement Y(mm/m) 41
Linear Shear X (MPa) 0.027
vc (MPa) 0.376
Linear Shear Y (MPa) 0.010
vc (MPa) 0.376
Linear Shear Other(MPa) 0.000
Punching Shear (MPa) 0.087
vc (MPa) 0.376
Cost 4389.38
3.75
X
Y
Y
3.7
5
-1.50
0.45
0.45
P
Mx
1.0
0Hx
0.75
1.00
115.68 kN/m
3.75
X
Y
Y
3.7
5
-1.50
0.45
0.45
P
Mx
1.0
0Hx
0.75
1.00
115.68 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)
Max M (-)
Max Shear
Load Case:2
BS8110 - 1997
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Furniture Factory - Rev 0
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
Schematic reinforcement o f Base
19Y16-B-200 (B2)
19Y16-A-200 (B1)
19Y16-D-200 ABR (T2)
19Y16-C-200 ABR (T1)
col1
PLAN
SECTION
B B B B B B B B B B B B B B B B B B B
3R10-H
R10-H
2Y16-G
4Y16-F +
4Y16-E +
E
E
E
E
F F
F F
G
G
SECTION: col1
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8. Footing Design for Grid A / 1 & 10 and along Grid G / 1
& 10 End Frame
Foundations concentric type
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
Column Base Design : Default single column example: working load
stability checksC15
Input Data
Base length A (m)
Base width B (m)
Column(s)
C (m)
D (m)
E (m)
F (m)
Stub column height X (m)
Base depth Y (m)
Soil cover Z (m)
Concrete density (kN/m3)
Soil density (kN/m3)
Soil friction angle ()
Base friction constant
Rebar depth top X (mm)
Rebar depth top Y (mm)
Rebar depth bottom X (mm)
Rebar depth bottom Y (mm)
ULS ovt. LF: Self weight
ULS LF: Self weight
Max. SLS bearing pr. (kN/m)
S.F. Overturning (ULS)
S.F. Slip (ULS)
fcu base (MPa)
fcu columns (MPa)
fy (MPa)
1.55
1.55
Col 1 Col 2
.35
.35
1
.4
1
25
18
30
0.75
5050
50
50
1
1
300
1.5
1.5
35.0
35.0
425
Unfactored Loads
LoadCase
Colno.
LFULSovt
LFULS
P(kN)
Hx(kN)
Hy(kN)
Mx(kNm)
My(kNm)
1 1 1 1 20 15
2 1 1 1 -25 15
A
X
Y
Y
B
C1
D1
P
Mx
Z
Hx
Y
X
BS8110 - 1997
Sketch of Base
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8/9/2019 Analysis & Design of Foundation System for
Furniture Factory - Rev 0
18/25
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
Output for Load Case 1
Output for Load Case 1
Soil pressure (ULS)(kN/m) 70.51
Soil pressure (SLS)(kN/m) 70.51
SF overturning (SLS) 3.25SF overturning (ULS) 3.25
Safety Factor slip (ULS) 7.08
Safety Factor uplift (ULS >100
Bottom
Design moment X(kNm/m) 6.08
Reinforcement X(mm/m) 49
Design moment Y(kNm/m) 1.56
Reinforcement Y(mm/m) 13
Top
Design moment X(kNm/m) -2.95
Reinforcement X(mm/m) 24
Design moment Y(kNm/m) 0.00
Reinforcement Y(mm/m) 0
Linear Shear X (MPa) 0.026
vc (MPa) 0.388
Linear Shear Y (MPa) 0.006
vc (MPa) 0.388
Linear Shear Other(MPa) 0.000
Punching Shear (MPa) 0.007
vc (MPa) 0.388
Cost 389.09
1.55
X
Y
Y
1.5
5
0.35
0.35
P
Mx
1.0
0
Hx
0.40
1.00
70.51 kN/m
1.55
X
Y
Y
1.5
5
0.35
0.35
P
Mx
1.0
0
Hx
0.40
1.00
70.51 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)
Max M (-)
Max Shear
Load Case:1
BS8110 - 1997
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8/9/2019 Analysis & Design of Foundation System for
Furniture Factory - Rev 0
19/25
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
Output for Load Case 2
Output for Load Case 2
Soil pressure (ULS)(kN/m) 64.39
Soil pressure (SLS)(kN/m) 64.39
SF overturning (SLS) 1.59SF overturning (ULS) 1.59
Safety Factor slip (ULS) 4.83
Safety Factor uplift (ULS 2.73
Bottom
Design moment X(kNm/m) 3.87
Reinforcement X(mm/m) 31
Design moment Y(kNm/m) 0.00
Reinforcement Y(mm/m) 0
Top
Design moment X(kNm/m) -5.04
Reinforcement X(mm/m) 41
Design moment Y(kNm/m) -1.81
Reinforcement Y(mm/m) 15
Linear Shear X (MPa) 0.020
vc (MPa) 0.388
Linear Shear Y (MPa) 0.007
vc (MPa) 0.388
Linear Shear Other(MPa) 0.000
Punching Shear (MPa) 0.006
vc (MPa) 0.388
Cost 386.81
1.55
X
Y
Y
1.5
5
0.35
0.35
P
Mx
1.0
0
Hx
0.40
1.00
64.39 kN/m
1.55
X
Y
Y
1.5
5
0.35
0.35
P
Mx
1.0
0
Hx
0.40
1.00
64.39 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)
Max M (-)
Max Shear
Load Case:2
BS8110 - 1997
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8/9/2019 Analysis & Design of Foundation System for
Furniture Factory - Rev 0
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
Schematic reinforcement o f Base
8Y12-B-200 (B2)
8Y12-A-200 (B1)
col1
PLAN
SECTION
B B B B B B B B
3R8-H
R8-H
2Y16-G
2Y16-F +
4Y16-E +
E
E
E
E
F F
G
G
SECTION: col1
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9. Footing Design for Grid 1 and along Grid 10 End wall PEB
columns reactions
Foundations concentric type
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Furniture Factory - Rev 0
22/25
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
Column Base Design : Default single column example: working load
stability checksC15
Input Data
Base length A (m)
Base width B (m)
Column(s)
C (m)
D (m)
E (m)
F (m)
Stub column height X (m)
Base depth Y (m)
Soil cover Z (m)
Concrete density (kN/m3)
Soil density (kN/m3)
Soil friction angle ()
Base friction constant
Rebar depth top X (mm)
Rebar depth top Y (mm)
Rebar depth bottom X (mm)
Rebar depth bottom Y (mm)
ULS ovt. LF: Self weight
ULS LF: Self weight
Max. SLS bearing pr. (kN/m)
S.F. Overturning (ULS)
S.F. Slip (ULS)
fcu base (MPa)
fcu columns (MPa)
fy (MPa)
1.7
1.7
Col 1 Col 2
.35
.35
1
.4
1
25
18
30
0.75
5050
50
50
1
1
300
1.5
1.5
35.0
35.0
425
Unfactored Loads
LoadCase
Colno.
LFULSovt
LFULS
P(kN)
Hx(kN)
Hy(kN)
Mx(kNm)
My(kNm)
1 1 1 1 35 20
2 1 1 1 -30 20
A
X
Y
Y
B
C1
D1
PMx
Z
Hx
Y
X
BS8110 - 1997
Sketch of Base
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8/9/2019 Analysis & Design of Foundation System for
Furniture Factory - Rev 0
23/25
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
Output for Load Case 1
Output for Load Case 1
Soil pressure (ULS)(kN/m) 74.60
Soil pressure (SLS)(kN/m) 74.60
SF overturning (SLS) 3.55SF overturning (ULS) 3.55
Safety Factor slip (ULS) 6.58
Safety Factor uplift (ULS >100
Bottom
Design moment X(kNm/m) 8.55
Reinforcement X(mm/m) 70
Design moment Y(kNm/m) 2.83
Reinforcement Y(mm/m) 23
Top
Design moment X(kNm/m) -2.90
Reinforcement X(mm/m) 24
Design moment Y(kNm/m) 0.00
Reinforcement Y(mm/m) 0
Linear Shear X (MPa) 0.039
vc (MPa) 0.388
Linear Shear Y (MPa) 0.012
vc (MPa) 0.388
Linear Shear Other(MPa) 0.000
Punching Shear (MPa) 0.017
vc (MPa) 0.388
Cost 470.80
1.70
X
Y
Y
1.7
0
0.35
0.35
P
Mx
1.0
0
Hx
0.40
1.00
74.60 kN/m
1.70
X
Y
Y
1.7
0
0.35
0.35
P
Mx
1.0
0
Hx
0.40
1.00
74.60 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)
Max M (-)
Max Shear
Load Case:1
BS8110 - 1997
-
8/9/2019 Analysis & Design of Foundation System for
Furniture Factory - Rev 0
24/25
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
Output for Load Case 2
Output for Load Case 2
Soil pressure (ULS)(kN/m) 65.66
Soil pressure (SLS)(kN/m) 65.66
SF overturning (SLS) 1.57SF overturning (ULS) 1.57
Safety Factor slip (ULS) 4.14
Safety Factor uplift (ULS 2.73
Bottom
Design moment X(kNm/m) 4.95
Reinforcement X(mm/m) 40
Design moment Y(kNm/m) 0.00
Reinforcement Y(mm/m) 0
Top
Design moment X(kNm/m) -6.38
Reinforcement X(mm/m) 52
Design moment Y(kNm/m) -2.30
Reinforcement Y(mm/m) 19
Linear Shear X (MPa) 0.027
vc (MPa) 0.388
Linear Shear Y (MPa) 0.010
vc (MPa) 0.388
Linear Shear Other(MPa) 0.000
Punching Shear (MPa) 0.013
vc (MPa) 0.388
Cost 466.10
1.70
X
Y
Y
1.7
0
0.35
0.35
P
Mx
1.0
0
Hx
0.40
1.00
65.66 kN/m
1.70
X
Y
Y
1.7
0
0.35
0.35
P
Mx
1.0
0
Hx
0.40
1.00
65.66 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)
Max M (-)
Max Shear
Load Case:2
BS8110 - 1997
-
8/9/2019 Analysis & Design of Foundation System for
Furniture Factory - Rev 0
25/25
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
Schematic reinforcement o f Base
9Y12-B-200 (B2)
9Y12-A-200 (B1)
col1
PLAN
SECTION
B B B B B B B B B
3R8-H
R8-H
2Y16-G
2Y16-F +
4Y16-E +
E
E
E
E
F F
G
G
SECTION: col1
