The Study for Basic / Detailed Design and Draft Bidding Documents (Component B)
6.6 Structure calculations
1)
2)
3)
4)
5)
6)
7)
8)
DESIGN COBDITON FOR VALVE CHAMBERS
WALL OF PADDLE FLANGE
①VALVE CHAMBER (L2.7m×W2.2m×H3.0m)
②VALVE CHAMBER (L4.87m×W4.15m×H3.0m, 2.5m)
③VALVE CHAMBER (L2.9m×W2.6m×H3.0m)
④VALVE CHAMBER(L3.95m×W3.45m×H3.0m)
⑤VALVE CHAMBER(L4.25m×W3.55m×H3.0m)
⑥VALVE CHAMBER(L2.95m×W2.35m×H3.0m)
114
Detailed Design Report
1) DESIGN CONDITION FOR VALVE CHAMBERS
115
Design Criteria
for Valve
Design
Condition
For Chambers
Valve Chambers
A- Stability check
- Over turning
Over turning moment/stabilizing moment >1.5
- Sliding
Sliding force/Resisting force >1.5
B- Design Codes
ACI-318-11
UBC-97
C- Design of structural members
- Material Strength
Concrete strength =25 MPa (cylinder)
Yield strength of steel =420 MPa
- Materials Unit weight
Concrete =24 KN/m3
Soil =18 KN/m3
Water =10 KN/m3
- Concrete Cover
Severe condition (in contact to soil) =50 mm
Severe condition (in contact to water) =75 mm
Normal condition =40 mm
D- Loads
The following loads will be considered
- Dead load
Self-weight
Manhole cover weight=50 Kg
- Live load
Traffic load 20 KN/m2 or 145 KN whichever is greater
- Water pressure inside the valve chamber
Pw = wH
- Soil pressure outside the valve chamber
Ps =ka¥sH
1
PAGE 113
116
Where
Ka=
And Ø =30o
- Hydrostatic pressure
As per hydraulic design requirements, 12 bar water pressure was
adopted to be applied on the contact area between the pipe line and
the concrete structure.
E- Load combinations
According to UBC-97 code, the following load combination will be used in
the analysis and design
- 1.4D+1.4F
- 1.2D+1.2F+1.6L+1.6H
- D+F+H
- D+L+F+H
Where
- D=Dead load
- L=Live loads
- F=Fluid pressure
- H=Soil Pressure
Both the service and ultimate load combinations stated here above are to
be properly used as follows:
- Ultimate load combinations: for design purposes of all structural
elements
- Allowable load combinations: for serviceability checks (deformation,
deflection, stability and bearing pressure) and when working design
method is required.
- The load cases H and F are added to all UBC Combination where H and F
exist.
F- Bearing Capacity
Based on the soil investigation reports, it was recommended to adopt a soil
bearing capacity of 100 KN/m²for all chambers.
2
PAGE 114
117
G- Analysis and Design Software
The following software will be used to analyze and design the structure
chamber members
- STAADPRO
- PROKON
- EXCEL
H- MODELING PROCESS
The preliminary estimation for the chamber wall thickness has
been done using PROKON. For
Simplification purposes, a triangular soil pressure was applied on
cantilever beam, it was concluded that a wall thickness of 250 mm
is suitable for our case.
After that, an accurate 3D model was created using the
STAADPRO program, this is to represent the actual chamber
dimensions and the structural element thicknesses.
This analysis approach gave the structural designer more precise
results, since all of the structural elements (walls, foundations and
the top slab) are integrally working with each other.
For the chamber, top slab and the raft foundation, the reactions
of the different load combinations were imported from
STAADPRO 3D model to a 2D models where the required analysis
and designed were performed.
Regarding the foundation system, strip foundation of 400 mm was
used.
Finally, regarding the chamber top slab, a flat slab of 250 mm
thickness was found satisfying all of the strength and
serviceability requirements.
I- OUTPUTDATA AND SAMPLE OF CALCULATIONS
After running the 3D STAADPRO model, the maximum reactions (moment
& shear) in walls and slabs were read in both directions and the required
3
PAGE 115
118
reinforcement was evaluated based on PROKON software for each member
for all chambers as shown in output files.
J- Stability Analysis of thrust Blocks against surge forces
1- For the 1200 mm diameter pipe, the surge force is
F=PA
F=12x105x1.22x /4=12.96x105 KN
Assuming the slope of the pipeline is 1%, the vertical component of the
surge force is
Fvertical=12.96x105xsin 1%=20.36 KN
This force will transfer to chamber walls
2- Thrust blocks inside the chambers at washout lines
Thrust force at washout pipe line (Dia. =300mm)
84.82 KN
F=12x105x0.32
Overturning moment
300mmDia. pipe
M0=82.82x0.85=72.1 KN m
Stabilizing forces and moments
1200mmDia. pipe
w1
w2
w3
Sum
W
18.75
161.7
72.1875
252.6375
X
0.5
1.95
0.125
Ms
9.375
315.315
9.023438
333.7134
Factor of safety for overturning=Ms/Mo
W3 3.9x2.5x0.25m
W1 1x1x0.5m
FSo=333.71/72.1 =4.63 >1.5 OK
FSs=252.6375x0.6/84.82=1.79 >1.5 OK
W2 5.62x4.9*0.4m
4
PAGE 116
119
Puddle Flange Detail
D+500mm diameter and thickness 20mmSteel
plate welded to the pipe
Pipe
Wall
5
PAGE 117
120
2) WALL OF PADDLE FLANGE
121
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Checked by
Continuous Beam: Beam at the top slab
Date
(Code of Practice : ACI 318 - 2005)
10/9/2016 4:07:27 PM
C01
Input Tables
Fc (MPa)
20
Fy (MPa)
420
Fyv (MPa)
250
% Redistribution
0
Downward/Optimized redistr.
D
Cover to centre top steel(mm)
40
Cover to centre bot.steel(mm)
40
Dead Load Factor
1.2
Live Load Factor
1.6
Density of concrete (kN/m3)
24
% Live load permanent
25
Ø (Creep coefficient)
2
Ecs (Free shrinkage strain)
300E-6
Sec
No.
Bw
(mm)
D
(mm)
1
250
650
Bf-top
(mm)
Span
No
Section
Length(m)
Sec No
Left
1
1
1
Sup
No.
Code
C,F
1
C
2
F
Hf-top
(mm)
Case
D,L
Span
Wleft
(kN/m)
D
1
0.3
L
1
22
Span
M left
(kNm)
M right
(kNm)
B(mm)
Wright
(kN/m)
Hf-bot
(mm)
Y-offset Web
(mm)
offset
Flange
offset
Sec No
Right
Column Below
D(mm)
Bf-bot
(mm)
H(m)
a
(m)
Code
F,P
b
(m)
Column above
D(mm)
P
(kN)
B(mm)
a
(m)
Code
F,P
H(m)
M
(kNm)
a
(m)
PAGE 118
122
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Checked by
Date
Sections
250
SECTION 1
Beam Elevation
SPAN
1 21
Live
22.00
Dead+
Own W 4.20
1.000
PAGE 119
123
Job Number
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
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Sheet
Checked by
Date
Deflection, Shear, Moment and Steel diagrams. Span 1
Elastic Deflections (Alternate spans loaded)
Def max = .0270mm @ 0.00m
.00500
.01000
.01500
.02000
.02500
Long-term Deflections (All spans loaded - using entered reinforcement)
Def max = .0417mm @ 0.00m
.00500
.01000
.01500
.02000
.02500
.03000
.03500
.04000
SHEAR: X-X
V max = -40.24kN @ 1.00m
-5.00
-10.0
-15.0
-20.0
-25.0
-30.0
-35.0
-40.0
MOMENTS: X-X
M max = -20.12kNm @ 1.00m
-20.0
-18.0
-16.0
-14.0
-12.0
-10.0
-8.00
-6.00
-4.00
-2.00
Shear Steel: X-X
.350
Asv max = .3447mm²/mm @ 0.00m
.300
.250
.200
.150
.100
.050
PAGE 120
124
Job Number
Sheet
Job Title
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Internet: http://www.prokon.com
Calcs by
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Checked by
Date
Reinforcing Tables
(1-5) 1
Beam type
(m) 13
Maximum bar length
TOP: Minimum bar diameter
(mm) 12
Maximum bar diameter
(mm) 40
BOTTOM: Minimum bar diameter (mm) 12
(mm) 40
Maximum bar diameter
STIRRUP: Minimum diameter
(mm) 8
Maximum diameter
(mm) 16
Stirrup shape code
72
First bar mark - top
A
First bar mark - mid.[optional]
First bar mark - bot.[optional]
Cover to stirrups - top
(mm) 30
Cover to stirrups - bot
(mm) 30
Cover to stirrups - sides
(mm) 25
Minimum stirrups as % of nominal
100
Loose method of detailing
(Y/N) N
Exploded elevation
(Y/N) Y
Bending schedule scale
1: Auto
Number bars from left to right
(Y/N) Y
Middle bar diameter
(mm) Auto
Bars
Mark
SC
Span
Offset
Length
Hook Layer
2Y12
A
34
1
0.025
1.515
L
T
2Y12
B
34
1
0.025
1.515
L
B
Stirrup Section Bar Type +
Mark
Number Number Diameter
Shape
Code
Top
Offset
Top
Flange
1
1
R8
SA1
72
R8
SA2
35
Stirrup
Spacing Span
Number
Offset
Length
(m)
1
0.20
0.60
250
1
Bottom
Flange
Section positions
Label
Span
Offset(m)
A
1
0.7
File name
CB.PAD
First span
1
Last span
1
Draw grid lines?(Y/N)
Y
Draw columns?(Y/N)
Y
Number/Letter of first grid A
Number (U)p or (D)own
U
Drawing size?(A4 or A5) A5
Height (normal text)
mm 2
Height (title text)
mm 2.5
Height (sec. bar mark)mm 1.8
PAGE 121
125
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
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Checked by
Date
Main and Shear Reinforcing diagrams. Span 1
SPAN 1 - 1.000
2Y12-A
2Y12-B
MAIN REINFORCEMENT
As max = 226.2mm2 @ .500m
-200
-100
100
200
SPAN 1 - 1.000
3-SA-250
SHEAR REINFORCEMENT
.400
Asv max = .4021mm²/mm @ .250m
.300
.200
.100
PAGE 122
126
3) ①VALVE CHAMBER
TOP SLAB (L2.7m×W2.2m)
127
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd
Client
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Date
Rectangular Slab Panel Design :
C04
Input Data
Lx
(m)
Ly
(m)
Slab depth (mm)
deff X-dir (mm)
deff Y-dir (mm)
Poisson's ratio
fc' (MPa)
fy
(MPa)
Density (kN/m3)
Self weight LF
- time factor
(ACI318 :9.5.2.5)
2.3
2.7
200
175
150
0.2
25
420
24
1.4
2
Load Cases
Unfactored Loads Unfactored Point Loads
x
y
LC Load UDL
P
m
m
No. fact kN/m²
kN
1
1.4
2
1.6
25
L
kN/m
Unfactored Line Loads
x1
y1
x2
m
m
m
y2
m
Sketch of slab
ACI 318 - 2005
Y
Lx=2.30
X
Total UDL =
49.520 kN/m²
(Incl self Wt)
Load Case 1 (factored)
PAGE 123
128
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com
Calcs by
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Checked by
Date
Output
Wood-Armer Moments and reinforcement for each load case:
Wood-Armer moments were calculated using the 'Wood & Armer' theory.
LOAD CASE 1
Position
X (m) Y(m)
0.00
0.19
0.38
0.57
0.77
0.96
1.15
1.34
1.53
1.72
1.92
2.11
2.30
0.00
0.38
0.77
1.15
1.53
1.92
2.30
0.00
0.19
0.38
0.57
0.77
0.96
1.15
1.34
1.53
1.72
1.92
2.11
2.30
0.00
0.38
0.77
1.15
1.53
1.92
2.30
0.00
0.19
0.38
0.57
0.77
0.96
1.15
1.34
1.53
1.72
1.92
2.11
2.30
0.00
0.38
0.77
1.15
1.53
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.23
0.23
0.23
0.23
0.23
0.23
0.23
0.45
0.45
0.45
0.45
0.45
0.45
0.45
0.45
0.45
0.45
0.45
0.45
0.45
0.68
0.68
0.68
0.68
0.68
0.68
0.68
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
1.13
1.13
1.13
1.13
1.13
Wood-Armer Moments
(kNm/m)
Top
Bottom
X
Y
X
Y
3.4
8.4
11.2
6.9
4.6
2.2
0.0
2.2
4.6
6.9
11.2
8.4
3.4
7.7
6.1
0.5
0.0
0.5
6.1
7.7
10.7
5.5
1.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.1
5.5
10.7
6.7
-0.0
0.0
0.0
0.0
-0.0
6.7
3.9
-0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
-0.0
3.9
1.7
0.0
0.0
0.0
0.0
2.2
7.4
11.2
7.0
4.1
1.7
0.0
1.7
4.1
7.0
11.2
7.4
2.2
7.9
6.1
0.2
0.0
0.2
6.1
7.9
11.3
6.5
1.9
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.9
6.5
11.3
6.6
-0.0
0.0
0.0
0.0
-0.0
6.6
4.3
0.6
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.6
4.3
2.1
0.0
0.0
0.0
0.0
13.8
11.3
9.2
7.6
5.3
2.6
0.1
2.6
5.3
7.6
9.2
11.3
13.8
11.6
11.5
8.8
4.3
8.8
11.5
11.6
9.2
11.6
13.7
12.8
12.1
10.3
8.5
10.3
12.1
12.8
13.7
11.6
9.2
7.2
13.3
13.6
11.2
13.6
13.3
7.2
5.3
9.2
12.9
13.9
15.0
14.4
13.8
14.4
15.0
13.9
12.9
9.2
5.3
2.8
11.4
14.6
14.7
14.6
15.0
12.3
9.3
7.5
5.9
3.1
0.5
3.1
5.9
7.5
9.3
12.3
15.0
11.4
11.4
9.0
4.8
9.0
11.4
11.4
8.6
10.7
13.0
12.6
12.0
10.5
8.8
10.5
12.0
12.6
13.0
10.7
8.6
7.3
11.3
12.2
10.1
12.2
11.3
7.3
4.9
7.6
10.2
11.3
12.5
12.0
11.5
12.0
12.5
11.3
10.2
7.6
4.9
2.4
8.4
11.5
11.8
11.5
X
52
128
171
104
70
34
0
34
70
104
171
128
52
117
93
7
0
7
93
117
163
84
17
0
0
0
0
0
0
0
17
84
163
103
0
0
0
0
0
103
59
0
0
0
0
0
0
0
0
0
0
0
59
25
0
0
0
0
Reinforcement (mm²/m)
Top
Bottom
Y
X
Y
40
132
200
125
72
30
0
30
72
125
200
132
40
141
109
4
0
4
109
141
201
115
33
0
0
0
0
0
0
0
33
115
201
118
0
0
0
0
0
118
76
11
0
0
0
0
0
0
0
0
0
11
76
37
0
0
0
0
211
173
141
116
81
39
2
39
81
116
141
173
211
178
175
134
65
134
175
178
140
178
210
195
185
157
130
157
185
195
210
178
140
109
204
207
170
207
204
109
80
139
198
213
230
220
211
220
230
213
198
139
80
42
175
224
225
224
269
220
165
133
104
55
9
55
104
133
165
220
269
204
204
161
85
161
204
204
154
191
232
225
215
187
157
187
215
225
232
191
154
130
202
219
181
219
202
130
86
135
183
202
223
215
206
215
223
202
183
135
86
42
149
206
211
206
PAGE 124
129
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
1.92
2.30
0.00
0.19
0.38
0.57
0.77
0.96
1.15
1.34
1.53
1.72
1.92
2.11
2.30
0.00
0.38
0.77
1.15
1.53
1.92
2.30
0.00
0.19
0.38
0.57
0.77
0.96
1.15
1.34
1.53
1.72
1.92
2.11
2.30
0.00
0.38
0.77
1.15
1.53
1.92
2.30
0.00
0.19
0.38
0.57
0.77
0.96
1.15
1.34
1.53
1.72
1.92
2.11
2.30
0.00
0.38
0.77
1.15
1.53
1.92
2.30
0.00
0.19
0.38
0.57
0.77
0.96
1.15
1.13
1.13
1.35
1.35
1.35
1.35
1.35
1.35
1.35
1.35
1.35
1.35
1.35
1.35
1.35
1.58
1.58
1.58
1.58
1.58
1.58
1.58
1.80
1.80
1.80
1.80
1.80
1.80
1.80
1.80
1.80
1.80
1.80
1.80
1.80
2.03
2.03
2.03
2.03
2.03
2.03
2.03
2.25
2.25
2.25
2.25
2.25
2.25
2.25
2.25
2.25
2.25
2.25
2.25
2.25
2.48
2.48
2.48
2.48
2.48
2.48
2.48
2.70
2.70
2.70
2.70
2.70
2.70
2.70
0.0
1.7
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.7
0.0
0.0
0.0
0.0
0.0
1.7
3.9
-0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
-0.0
3.9
6.7
-0.0
0.0
0.0
0.0
-0.0
6.7
10.7
5.5
1.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.1
5.5
10.7
7.7
6.1
0.5
0.0
0.5
6.1
7.7
3.4
8.4
11.2
6.9
4.6
2.2
0.0
0.0
2.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
2.1
0.0
0.0
0.0
0.0
0.0
2.1
4.3
0.6
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.6
4.3
6.6
-0.0
0.0
0.0
0.0
-0.0
6.6
11.3
6.5
1.9
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.9
6.5
11.3
7.9
6.1
0.2
0.0
0.2
6.1
7.9
2.2
7.4
11.2
7.0
4.1
1.7
0.0
Checked by
11.4
2.8
0.4
5.2
9.9
12.1
14.3
14.9
15.6
14.9
14.3
12.1
9.9
5.2
0.4
2.8
11.4
14.6
14.7
14.6
11.4
2.8
5.3
9.2
12.9
13.9
15.0
14.4
13.8
14.4
15.0
13.9
12.9
9.2
5.3
7.2
13.3
13.6
11.2
13.6
13.3
7.2
9.2
11.6
13.7
12.8
12.1
10.3
8.5
10.3
12.1
12.8
13.7
11.6
9.2
11.6
11.5
8.8
4.3
8.8
11.5
11.6
13.8
11.3
9.2
7.6
5.3
2.6
0.1
8.4
2.4
0.1
3.3
6.5
8.6
10.7
11.4
12.1
11.4
10.7
8.6
6.5
3.3
0.1
2.4
8.4
11.5
11.8
11.5
8.4
2.4
4.9
7.6
10.2
11.3
12.5
12.0
11.5
12.0
12.5
11.3
10.2
7.6
4.9
7.3
11.3
12.2
10.1
12.2
11.3
7.3
8.6
10.7
13.0
12.6
12.0
10.5
8.8
10.5
12.0
12.6
13.0
10.7
8.6
11.4
11.4
9.0
4.8
9.0
11.4
11.4
15.0
12.3
9.3
7.5
5.9
3.1
0.5
0
25
0
0
0
0
0
0
0
0
0
0
0
0
0
25
0
0
0
0
0
25
59
0
0
0
0
0
0
0
0
0
0
0
59
103
0
0
0
0
0
103
163
84
17
0
0
0
0
0
0
0
17
84
163
117
93
7
0
7
93
117
52
128
171
104
70
34
0
Date
0
37
0
0
0
0
0
0
0
0
0
0
0
0
0
37
0
0
0
0
0
37
76
11
0
0
0
0
0
0
0
0
0
11
76
118
0
0
0
0
0
118
201
115
33
0
0
0
0
0
0
0
33
115
201
141
109
4
0
4
109
141
40
132
200
125
72
30
0
175
42
6
79
151
185
219
229
239
229
219
185
151
79
6
42
175
224
225
224
175
42
80
139
198
213
230
220
211
220
230
213
198
139
80
109
204
207
170
207
204
109
140
178
210
195
185
157
130
157
185
195
210
178
140
178
175
134
65
134
175
178
211
173
141
116
81
39
2
149
42
2
58
116
153
191
204
217
204
191
153
116
58
2
42
149
206
211
206
149
42
86
135
183
202
223
215
206
215
223
202
183
135
86
130
202
219
181
219
202
130
154
191
232
225
215
187
157
187
215
225
232
191
154
204
204
161
85
161
204
204
269
220
165
133
104
55
9
PAGE 125
130
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
1.34
1.53
1.72
1.92
2.11
2.30
2.70
2.70
2.70
2.70
2.70
2.70
2.2
4.6
6.9
11.2
8.4
3.4
1.7
4.1
7.0
11.2
7.4
2.2
Checked by
2.6
5.3
7.6
9.2
11.3
13.8
3.1
5.9
7.5
9.3
12.3
15.0
34
70
104
171
128
52
Date
30
72
125
200
132
40
39
81
116
141
173
211
55
104
133
165
220
269
Wood-Armer Moments:
ACI 318 - 2005
Top:LC 1 (kNm/m)
Max value:11.2 at X:1.9 Y:2.7
PAGE 126
131
Job Number
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Sheet
Checked by
Date
Wood-Armer Moments:
ACI 318 - 2005
Top:LC 1 (kNm/m)
Max value:11.3 at X:2.3 Y:2.3
Wood-Armer Moments:
ACI 318 - 2005
Bot:LC 1 (kNm/m)
Max value:15.6 at X:1.1 Y:1.4
PAGE 127
132
Job Number
Job Title
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Sheet
Checked by
Date
Wood-Armer Moments:
ACI 318 - 2005
Bot:LC 1 (kNm/m)
Max value:15.0 at X:2.3 Y:2.7
Reinforcement:
ACI 318 - 2005
Top:LC 1 (mm²/m)
Max value:171.1 at X:1.9 Y:2.7
PAGE 128
133
Job Number
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Sheet
Checked by
Date
Reinforcement:
ACI 318 - 2005
Top:LC 1 (mm²/m)
Max value:201.4 at X:2.3 Y:2.3
Reinforcement:
ACI 318 - 2005
Bot:LC 1 (mm²/m)
Max value:239.0 at X:1.1 Y:1.4
PAGE 129
134
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Checked by
Date
Reinforcement:
ACI 318 - 2005
Bot:LC 1 (mm²/m)
Max value:269.2 at X:2.3 Y:2.7
Rebar Excess:
Rebar Excess Top (mm²/m)
Note:Default reinforcement should be checked
and adjusted for suitability and layout.
9Y10-C-300 (T2) (Bar 1)
10Y10-F-250 (B2) (Bar 1)
9Y10-D-300 (T2) (Bar 1)
PAGE 130
135
Job Number
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Sheet
Checked by
Date
Rebar Excess:
Rebar Excess Top (mm²/m)
Note:Default reinforcement should be checked
and adjusted for suitability and layout.
9Y10-C-300 (T2) (Bar 1)
10Y10-F-250 (B2) (Bar 1)
9Y10-D-300 (T2) (Bar 1)
Rebar Excess:
Rebar Excess Bot (mm²/m)
Note:Default reinforcement should be checked
and adjusted for suitability and layout.
9Y10-C-300 (T2) (Bar 1)
10Y10-F-250 (B2) (Bar 1)
9Y10-D-300 (T2) (Bar 1)
PAGE 131
136
Job Number
Job Title
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Sheet
Checked by
Date
Rebar Excess:
Rebar Excess Bot (mm²/m)
Note:Default reinforcement should be checked
and adjusted for suitability and layout.
9Y10-C-300 (T2) (Bar 1)
10Y10-F-250 (B2) (Bar 1)
9Y10-D-300 (T2) (Bar 1)
PAGE 132
137
3) ①VALVE CHAMBER
WALL (H3.0m)
138
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Checked by
Date
Retaining Wall Design : Ver W2.4.01 - 01 Apr 2008
Title : Cantilever wall example
C14
Input Data
H1
H2
H3
Hw
Hr
B
D
(m)
(m)
(m)
(m)
(m)
(m)
(m)
Wall Dimensions
3 C
(m)
0.7 F
(m)
0 xf
(m)
0 At
(m)
0.36 Ab
(m)
0 Cov wall
mm
2.7 Cov base mm
0.4
0
1
0.25
0.25
50
50
Unfactored Live Loads
W
(kN/m²)
5
P
(kN)
0
xp
(m)
1.30
L
(kN/m)
20
xl
(m)
2
Lh
(kN/m)
x
(m)
0
General Parameters
(°)
30
Soil frict
(°)
0
Fill slope
(°)
20
Wall frict
25
Conc kN/m3
kN/m3
18
Soil
fc'
(MPa)
25
fy
(MPa)
420
Design Parameters
1.5
SF Overt.
SF Slip
1.5
ULS DL Factor
1.4
ULS LL Factor
1.6
Pmax
(kPa)
400
0.5
Soil Poisson
0.9
DL Factor Ovt.
Seepage allowed
Active pressure applied on back of shear key for sliding
Theory
: Coulomb
Wall type : Cantilever
SEISMIC ANALYSIS SETTINGS:
Seismic Analysis ON/OFF:ON
Hor Accel. (g) 0.02
Vert Accel. (g) 0.01
Include LL's
Y
VALUES OF PRESSURE COEFFICIENTS:
Active Pressure coefficient Ka
Passive Pressure coefficient Kp
Seismic Active Pressure coefficient Kas
Seismic Passive Pressure coefficient Kps
Base frictional constant µ
:0.297
:6.105
:0.313
:5.934
:0.577
FORCES ACTING ON THE WALL AT SLS:
All forces/moments are per m
Description
Destabilizing forces:
Total Active pressure Pa
Siesmic component of Pa
As a result of surcharge w
As a result of Line Load L
Siesmic wall inertia
width
FORCES (kN ) and their LEVER ARMS (m )
F Horizontal
Lever arm F Vertical
Lever arm
left (+)
down (+)
23.826
1.195
4.368
5.044
0.906
Stabilizing forces:
Passive pressure on base Pp
-26.171
Siesmic component of Pp
0.754
Weight of the wall + base
Weight of soil on the base
Line load of 20.00 kN/m on backfill
UDL of 5.0 kPa
1.040
1.800
1.500
1.611
0.733
8.672
0.435
1.590
0.000
0.250
0.250
0.250
0.250
45.293
125.096
20.000
13.365
0.995
1.600
2.000
1.600
0.228
0.420
EQUILIBRIUM CALCULATIONS AT SLS
All forces/moments are per m
width
1.Moment Equilibrium
Point of rotation: bottom front corner of base.
PAGE 133
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Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com
Calcs by
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Checked by
Date
For Overturning moment Mo calculate as follows:
Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.)
For Stabilizing moment Mr calculate as follows:
Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.)
where l.a. = lever arm of each force.
Stabilizing moment Mr : 312.19 kNm
Destabilizing moment Mo : 37.56 kNm
Safety factor against overturning = Mr/Mo = 8.313
2.Force Equilibrium at SLS
Sum of Vertical forces Pv
Frictional resistance Pfric
Passive Pressure on shear key
Passive pressure on base
=> Total Horiz. resistance Fr
: 213.82 kN
: 123.45 kN
:
0.00 kN
: 26.17 kN
: 149.62 kN
Horizontal sliding force on wall Fhw :
Horizontal sliding force on shear key Fht :
=> Total Horizontal sliding force Fh :
34.14 kN
0.00 kN
34.14 kN
Safety factor against overall sliding = Fr/Fh = 4.382
FORCES ACTING ON THE WALL AT ULS:
All forces/moments are per m
Description
Destabilizing forces:
Total Active pressure Pa
Siesmic component of Pa
As a result of surcharge w
As a result of Line Load L
Siesmic wall inertia
width
FORCES (kN ) and their LEVER ARMS (m )
F Horizontal
Lever arm F Vertical
Lever arm
left (+)
down (+)
33.738
1.913
6.989
8.070
1.449
Stabilizing forces:
Passive pressure on base Pp
-23.554
Siesmic component of Pp
0.678
Weight of the wall + base
Weight of soil on the base
Line load of 18.00 kN/m on backfill
UDL of 4.5 kPa
1.045
1.800
1.500
1.611
0.733
12.141
0.696
2.544
0.000
0.250
0.250
0.250
0.250
40.763
112.587
18.000
12.029
0.995
1.600
2.000
1.600
0.228
0.420
EQUILIBRIUM CALCULATIONS AT ULS
All forces/moments are per m
width
1.Moment Equilibrium
Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows:
Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.)
For Stabilizing moment Mr calculate as follows:
Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.)
where l.a. = lever arm of each force.
Stabilizing moment Mr : 280.97 kNm
Destabilizing moment Mo : 56.14 kNm
Safety factor against overturning = Mr/Mo = 5.005
2.Force Equilibrium at ULS
Sum of Vertical forces Pv : 192.43 kN
PAGE 134
140
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd
Client
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Calcs by
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Frictional resistance Pfric
Passive Pressure on shear key
Passive pressure on base
=> Total Horiz. resistance Fr
Checked by
Date
: 111.10 kN
:
0.00 kN
: 23.55 kN
: 134.66 kN
Horizontal sliding force on wall Fhw :
Horizontal sliding force on shear key Fht :
=> Total Horizontal sliding force Fh :
50.25 kN
0.00 kN
50.25 kN
Safety factor against overall sliding = Fr/Fh = 2.680
SOIL PRESSURES UNDER BASE AT SLS
Maximum pressure :100.57 kPa
Minimum pressure : 44.39 kPa
Maximum pressure occurs at left hand side of base
WALL MOMENTS (ULS) AND REINFORCEMENT TO ACI 318 - 2005
Position from
base top (m )
0.00
0.05
0.10
0.16
0.21
0.26
0.31
0.36
0.42
0.47
0.52
0.57
0.62
0.68
0.73
0.78
0.83
0.88
0.94
0.99
1.04
1.09
1.14
1.20
1.25
1.30
1.35
1.40
1.46
1.51
1.56
1.61
1.66
1.72
1.77
1.82
1.87
1.92
1.98
2.03
2.08
2.13
2.18
2.24
2.29
2.34
2.39
Moment
(kNm )
40.25
38.54
36.79
35.01
33.22
31.45
29.71
28.02
26.38
24.78
23.23
21.73
20.28
18.86
17.49
16.16
14.88
13.63
12.43
11.26
10.13
9.03
7.98
6.95
5.97
5.31
4.81
4.33
3.89
3.48
3.10
2.74
2.41
2.10
1.83
1.57
1.34
1.13
0.94
0.77
0.62
0.49
0.38
0.28
0.20
0.14
0.08
Front Reinforcing Back Reinforcing Minimum
(mm²/m )
(mm²/m )
(mm²/m )
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
577.82
552.55
526.66
500.46
474.25
448.32
422.97
398.37
374.55
351.48
329.14
307.51
286.58
266.32
246.73
227.77
209.45
191.73
174.60
158.06
142.07
126.63
111.71
97.32
83.42
74.23
67.17
60.54
54.35
48.57
43.19
38.21
33.60
29.35
25.45
21.89
18.65
15.72
13.09
10.74
8.66
6.85
5.27
3.93
2.81
1.90
1.18
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
PAGE 135
141
Job Number
Sheet
Job Title
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Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
2.44
2.50
2.55
2.60
0.05
0.02
0.00
0.00
Checked by
0.00
0.00
0.00
0.00
0.65
0.28
0.07
0.00
Date
623.81
623.81
623.81
623.81
BASE MOMENTS (ULS) AND REINFORCEMENT TO ACI 318 - 2005
Position from
left (m )
0.00
0.06
0.12
0.18
0.24
0.30
0.35
0.41
0.47
0.53
0.59
0.65
0.71
0.77
0.83
0.89
0.94
1.00
1.06
1.12
1.18
1.24
1.30
1.36
1.42
1.48
1.53
1.59
1.65
1.71
1.77
1.83
1.89
1.95
2.01
2.06
2.12
2.18
2.24
2.30
2.36
2.42
2.48
2.54
2.60
2.66
2.71
2.77
2.83
2.89
2.95
Moment
(kNm )
-0.00
-0.22
-0.87
-1.01
48.25
44.68
42.80
40.96
39.16
37.40
35.68
34.00
32.36
30.77
29.21
27.69
26.21
24.78
23.38
22.03
20.71
19.44
18.20
17.01
15.86
14.75
13.67
12.64
11.65
10.70
9.79
8.92
8.09
7.30
6.55
5.85
5.18
4.55
3.96
3.42
2.91
2.45
2.02
1.64
1.29
0.99
0.73
0.51
0.32
0.18
0.08
Top Reinforcing
(mm²/m )
0.00
0.00
0.00
0.00
0.00
0.00
336.31
321.71
307.44
293.51
279.90
266.63
253.69
241.07
228.79
216.83
205.19
193.89
182.91
172.25
161.92
151.92
142.23
132.87
123.84
115.12
106.72
98.65
90.89
83.46
76.34
69.55
63.07
56.91
51.07
45.54
40.34
35.45
30.88
26.62
22.68
19.05
15.75
12.75
10.08
7.71
5.67
3.94
2.52
1.42
0.63
Bot Reinforcing
(mm²/m )
0.00
1.68
6.73
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Minimum
(mm²/m )
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
SHEAR CHECK AT WALL-BASE JUNCTION TO ACI 318 - 2005
Shear force at bottom of wall V = 40.9 kN
Shear stress at bottom of wall v = 0.22 MPa OK
Allowable shear stress vc = 0.63 MPa (based on Wall tensile reinf.)
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Sketch of Wall
Design code: ACI 318 - 2005
2.00
20.20kN/m
5.00
0.25
0.00°
30.00°
kh =0.02g
kv =0.01g
0.25
1.00
100.6kPa
Wall type: Cantilever
Theory: Coulomb
2.70
Kas=0.31
Kps=5.93
µ=0.58
44.4kPa
V= 40.9kN
v= 0.22MPa
SFslip = 4.38
vc= 0.63MPa
SFslip (ULS) = 2.68
SFovt = 8.31
SFovt (ULS) = 5.00
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Wall Bending Moments
Wall Moments
2.60
2.40
2.20
2.00
1.80
1.60
1.40
1.20
1.00
.800
.600
.400
.200
-.200
Bending moment (kNm)
Base Bending Moments
Base Moments
Moment max = 48.25kNm @ .126m
50.0
45.0
40.0
35.0
30.0
25.0
20.0
15.0
10.0
5.00
Position (m)
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Wall Reinforcement
Wall Reinforcement
2.60
2.40
2.20
Nominal
2.00
1.80
1.60
1.40
Back
1.20
1.00
.800
.600Front
.400
.200
Reinforcement (mm²/m)
Base Reinforcement
Base Reinforcement
Reinf. max = 336.3mm²/m @ .289m
Nominal
1100
1000
900
800
700
600
500
400
300
200
100
Top
Top
Position (m)
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Schematic Reinforcement
Y16@300 (Hor)
Y16@300 (Hor)
Y16@300 (NF)
Y16@300 (FF)
1-R10/m2 clips
1-R10/m2 clips
Y16@300 starters
FRONT
Y16@250 starters
Y20@200 (T1)
Y20@200 (B1)
Y20@200 (T2)
Y20@200 (B2)
SECTION
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Retaining Wall Design : Ver W2.4.01 - 01 Apr 2008
Title : Reservoir wall example
C14
Input Data
H1
H2
H3
Hw
Hr
B
D
(m)
(m)
(m)
(m)
(m)
(m)
(m)
Wall Dimensions
3 C
(m)
0.67 F
(m)
2.6 xf
(m)
2.6 At
(m)
0.36 Ab
(m)
Cov wall
mm
2 Cov base mm
Unfactored Live Loads
0.4 W
(kN/m²)
P
(kN)
xp
(m)
0.25 L
(kN/m)
0.25 xl
(m)
50 Lh
(kN/m)
50 x
(m)
General Parameters
(°)
30
Soil frict
(°)
Fill slope
(°)
Wall frict
25
Conc kN/m3
kN/m3
18
Soil
fcu
(MPa)
25
fy
(MPa)
420
Design Parameters
1.5
SF Overt.
SF Slip
1.5
ULS DL Factor
1.4
ULS LL Factor
1.6
Pmax
(kPa)
400
0.5
Soil Poisson
0.9
DL Factor Ovt.
Seepage not allowed
Active pressure applied on back of shear key for sliding
Theory
: Coulomb
Wall type : Cantilever
SEISMIC ANALYSIS SETTINGS:
Seismic Analysis ON/OFF:OFF
Hor Accel. (g)
Vert Accel. (g)
Include LL's
VALUES OF PRESSURE COEFFICIENTS:
Active Pressure coefficient Ka :0.333
Passive Pressure coefficient Kp :3.000
Base frictional constant µ :0.577
FORCES ACTING ON THE WALL AT SLS:
All forces/moments are per m
Description
Destabilizing forces:
Total Active pressure Pa
Triangular W-table press Pw
W-table pr below free water
Free water pressure Pwf
Hydrostatic pressure on bot
of base: uniform portion
Hydrostatic pressure on bot
of base: triangular portion
Stabilizing forces:
Passive pressure on base Pp
Weight of the wall + base
Weight of soil on the base
Hydrostatic pressure on top
of rear portion of base
Hydrostatic pressure on top
of front portion of base
width
FORCES (kN ) and their LEVER ARMS (m )
F Horizontal
Lever arm F Vertical
Lever arm
left (+)
down (+)
0.480
0.523
8.633
23.740
-12.120
0.133
0.133
0.200
1.133
0.000
0.000
0.000
0.000
0.000
0.250
0.250
0.250
0.250
1.125
0.000
1.500
38.750
-0.000
43.164
0.706
1.250
1.250
0.000
0.000
0.223
EQUILIBRIUM CALCULATIONS AT SLS
All forces/moments are per m
width
1.Moment Equilibrium
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Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows:
Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.)
For Stabilizing moment Mr calculate as follows:
Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.)
where l.a. = lever arm of each force.
Stabilizing moment Mr :
Destabilizing moment Mo :
84.01 kNm
28.77 kNm
Safety factor against overturning = Mr/Mo = 2.920
2.Force Equilibrium at SLS
Sum of Vertical forces Pv
Frictional resistance Pfric
Passive Pressure on shear key
Passive pressure on base
=> Total Horiz. resistance Fr
:
:
:
:
:
81.91
47.29
0.00
12.12
59.41
kN
kN
kN
kN
kN
Horizontal sliding force on wall Fhw :
Horizontal sliding force on shear key Fht :
=> Total Horizontal sliding force Fh :
33.38 kN
0.00 kN
33.38 kN
Safety factor against overall sliding = Fr/Fh = 1.780
FORCES ACTING ON THE WALL AT ULS:
All forces/moments are per m
Description
width
FORCES (kN ) and their LEVER ARMS (m )
F Horizontal
Lever arm F Vertical
Lever arm
left (+)
down (+)
Destabilizing forces:
Total Active pressure Pa
Triangular W-table press Pw
W-table pr below free water
Free water pressure Pwf
Hydrostatic pressure on bot
of base: uniform portion
Hydrostatic pressure on bot
of base: triangular portion
Stabilizing forces:
Passive pressure on base Pp
Weight of the wall + base
Weight of soil on the base
Hydrostatic pressure on top
of rear portion of base
Hydrostatic pressure on top
of front portion of base
0.672
0.732
12.086
33.236
-10.908
0.133
0.133
0.200
1.133
0.000
0.000
0.000
0.000
0.000
0.250
0.250
0.250
0.250
1.125
0.000
1.500
34.875
-0.000
38.848
0.706
1.250
1.250
0.000
0.000
0.223
EQUILIBRIUM CALCULATIONS AT ULS
All forces/moments are per m
width
1.Moment Equilibrium
Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows:
Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.)
For Stabilizing moment Mr calculate as follows:
Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.)
where l.a. = lever arm of each force.
Stabilizing moment Mr :
Destabilizing moment Mo :
75.61 kNm
40.27 kNm
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Safety factor against overturning = Mr/Mo = 1.877
2.Force Equilibrium at ULS
Sum of Vertical forces Pv
Frictional resistance Pfric
Passive Pressure on shear key
Passive pressure on base
=> Total Horiz. resistance Fr
:
:
:
:
:
73.72
42.56
0.00
10.91
53.47
kN
kN
kN
kN
kN
Horizontal sliding force on wall Fhw :
Horizontal sliding force on shear key Fht :
=> Total Horizontal sliding force Fh :
46.73 kN
0.00 kN
46.73 kN
Safety factor against overall sliding = Fr/Fh = 1.144
SOIL PRESSURES UNDER BASE AT SLS
Maximum pressure : 80.98 kPa
Minimum pressure : 0 kPa at 0.23 m from right hand side of base.
Maximum pressure occurs at left hand side of base
WALL MOMENTS (ULS) AND REINFORCEMENT TO ACI 318 - 2005
Position from
base top (m )
0.00
0.05
0.10
0.16
0.21
0.26
0.31
0.36
0.42
0.47
0.52
0.57
0.62
0.68
0.73
0.78
0.83
0.88
0.94
0.99
1.04
1.09
1.14
1.20
1.25
1.30
1.35
1.40
1.46
1.51
1.56
1.61
1.66
1.72
1.77
1.82
1.87
1.92
1.98
2.03
2.08
Moment
(kNm )
24.51
22.91
21.35
19.84
18.38
16.98
15.65
14.39
13.20
12.08
11.02
10.03
9.10
8.23
7.42
6.66
5.95
5.30
4.70
4.14
3.63
3.16
2.74
2.35
2.01
1.70
1.42
1.17
0.96
0.77
0.61
0.47
0.36
0.26
0.19
0.13
0.08
0.05
0.03
0.01
0.00
Front Reinforcing Back Reinforcing Nominal (0.13%)
(mm²/m )
(mm²/m )
(mm²/m )
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
371.80
347.58
323.91
300.92
278.75
257.53
237.37
218.29
200.26
183.26
167.24
152.19
138.07
124.85
112.50
100.99
90.30
80.39
71.23
62.79
55.05
47.98
41.53
35.70
30.43
25.71
21.51
17.79
14.53
11.69
9.25
7.17
5.43
4.00
2.84
1.94
1.24
0.74
0.40
0.18
0.06
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
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2.13
2.18
2.24
2.29
2.34
2.39
2.44
2.50
2.55
2.60
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Checked by
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Date
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
BASE MOMENTS (ULS) AND REINFORCEMENT TO ACI 318 - 2005
Position from
left (m )
0.00
0.05
0.09
0.14
0.18
0.23
0.27
0.32
0.36
0.41
0.45
0.50
0.54
0.58
0.63
0.68
0.72
0.77
0.81
0.85
0.90
0.94
0.99
1.03
1.08
1.13
1.17
1.22
1.26
1.30
1.35
1.40
1.44
1.49
1.53
1.57
1.62
1.67
1.71
1.75
1.80
1.84
1.89
1.94
1.98
2.02
2.07
2.12
2.16
2.21
2.25
Moment
(kNm )
-0.00
-0.09
-0.38
-0.76
36.26
34.53
33.07
31.65
30.26
28.90
27.57
26.27
25.01
23.77
22.57
21.40
20.26
19.15
18.07
17.02
16.00
15.02
14.07
13.14
12.25
11.39
10.57
9.77
9.00
8.27
7.56
6.89
6.25
5.64
5.06
4.52
4.00
3.52
3.06
2.64
2.25
1.89
1.56
1.27
1.00
0.77
0.56
0.39
0.25
0.14
0.06
Top Reinforcing
(mm²/m )
0.00
0.00
0.00
0.00
0.00
0.00
0.00
268.30
256.51
244.98
233.72
222.72
211.99
201.53
191.32
181.39
171.71
162.31
153.16
144.29
135.68
127.33
119.25
111.43
103.88
96.59
89.57
82.81
76.32
70.09
64.13
58.43
53.00
47.83
42.93
38.29
33.92
29.81
25.97
22.39
19.08
16.03
13.25
10.73
8.48
6.49
4.77
3.31
2.12
1.19
0.53
Bot Reinforcing
(mm²/m )
0.00
0.80
3.20
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Nominal (0.13%)
(mm²/m )
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
SHEAR CHECK AT WALL-BASE JUNCTION TO ACI 318 - 2005
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Shear force at bottom of wall V = 37.3 kN
Shear stress at bottom of wall v = 0.20 MPa OK
Allowable shear stress vc = 0.43 MPa (based on Wall tensile reinf.)
Sketch of Wall
Design code: ACI 318 - 2005
0.25
0.25
81.0kPa
Wall type: Cantilever
Theory: Coulomb
2.00
0.00°
Ka=0.33
Kp=3.00
µ=0.58
V= 37.3kN
v= 0.20MPa
vc= 0.43MPa
SFslip = 1.78
SFslip (ULS) = 1.14
SFovt = 2.92
SFovt (ULS) = 1.88
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Wall Bending Moments
Wall Moments
2.60
2.40
2.20
2.00
1.80
1.60
1.40
1.20
1.00
.800
.600
.400
.200
-.200
Bending moment (kNm)
Base Bending Moments
Base Moments
Moment max = 36.26kNm @ .126m
35.0
30.0
25.0
20.0
15.0
10.0
5.00
Position (m)
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Wall Reinforcement
2.60
Wall Reinforcement
2.40
2.20
Nominal
2.00
1.80
1.60
1.40
Back
1.20
1.00
.800
.600 Front
.400
.200
Reinforcement (mm²/m)
Base Reinforcement
Base Reinforcement
Reinf. max = 268.3mm²/m @ .265m
Nominal
500
450
400
350
300
250
200
150
100
Top
50.0
Top
Position (m)
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Schematic Reinforcement
Y10@200 (Hor)
Y10@200 (Hor)
Y10@200 (NF)
Y10@200 (FF)
1-R10/m2 clips
1-R10/m2 clips
Y10@200 starters
FRONT
Y10@200 starters
Y12@200 (T1)
Y12@200 (B1)
Y12@200 (T2)
Y12@200 (B2)
SECTION
PAGE 148
154
4) ②VALVE CHAMBER
TOP SLAB (L4.87m×W4.15m)
155
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Rectangular Slab Panel Design :
C04
Input Data
Lx
(m)
Ly
(m)
Slab depth (mm)
deff X-dir (mm)
deff Y-dir (mm)
Poisson's ratio
fc' (MPa)
fy
(MPa)
Density (kN/m3)
Self weight LF
- time factor
(ACI318 :9.5.2.5)
4.87
4.15
250
200
220
0.2
25
420
24
1.4
2
Load Cases
Unfactored Loads Unfactored Point Loads
x
y
LC Load UDL
P
m
m
No. fact kN/m²
kN
1
1.2
2
1.6
2
2
1.4
1
L
kN/m
Unfactored Line Loads
x1
y1
x2
m
m
m
1
3.05
3.93
4.69
y2
m
2.44
Sketch of slab
ACI 318 - 2005
Y
Lx=4.87
X
Total UDL =
14.000 kN/m²
(Incl self Wt)
Load Case 1 (factored)
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Output
Wood-Armer Moments and reinforcement for each load case:
Wood-Armer moments were calculated using the 'Wood & Armer' theory.
LOAD CASE 1
Position
X (m) Y(m)
0.00
0.41
0.81
1.22
1.62
2.03
2.44
2.84
3.25
3.65
4.06
4.46
4.87
0.00
0.81
1.62
2.44
3.25
4.06
4.87
0.00
0.41
0.81
1.22
1.62
2.03
2.44
2.84
3.25
3.65
4.06
4.46
4.87
0.00
0.81
1.62
2.44
3.25
4.06
4.87
0.00
0.41
0.81
1.22
1.62
2.03
2.44
2.84
3.25
3.65
4.06
4.46
4.87
0.00
0.81
1.62
2.44
3.25
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.35
0.35
0.35
0.35
0.35
0.35
0.35
0.69
0.69
0.69
0.69
0.69
0.69
0.69
0.69
0.69
0.69
0.69
0.69
0.69
1.04
1.04
1.04
1.04
1.04
1.04
1.04
1.38
1.38
1.38
1.38
1.38
1.38
1.38
1.38
1.38
1.38
1.38
1.38
1.38
1.73
1.73
1.73
1.73
1.73
Wood-Armer Moments
(kNm/m)
Top
Bottom
X
Y
X
Y
3.4
7.8
10.1
6.1
4.0
2.0
0.0
1.9
4.0
6.1
10.2
7.8
3.4
7.4
5.9
0.6
0.0
0.6
5.9
7.4
10.0
5.7
1.9
-0.0
0.0
0.0
0.0
0.0
0.0
-0.0
1.9
5.7
10.1
6.4
0.0
0.0
0.0
0.0
0.0
6.4
3.8
0.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.2
3.9
1.6
0.0
0.0
0.0
0.0
4.0
7.5
9.7
6.2
3.6
1.5
0.0
1.5
3.6
6.2
9.7
7.5
4.0
8.1
5.1
-0.0
0.0
-0.0
5.2
8.1
10.2
5.6
1.2
-0.0
0.0
0.0
0.0
0.0
0.0
-0.0
1.2
5.7
10.2
6.3
0.0
0.0
0.0
0.0
0.0
6.4
4.3
0.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.5
4.4
2.1
0.0
0.0
0.0
0.0
12.7
10.2
8.1
6.7
4.5
2.2
0.1
2.2
4.5
6.7
8.1
10.2
12.8
11.0
9.9
7.0
3.0
7.0
9.9
11.0
8.7
10.5
11.9
10.5
9.5
7.7
6.0
7.7
9.5
10.5
12.0
10.6
8.8
7.0
11.6
10.5
8.0
10.5
11.6
7.0
5.4
8.3
11.1
11.3
11.5
10.7
9.9
10.7
11.5
11.3
11.2
8.4
5.5
2.9
9.6
11.1
10.6
11.1
12.1
10.5
8.6
6.7
4.9
2.6
0.4
2.6
4.9
6.7
8.6
10.5
12.1
10.3
10.7
8.5
4.8
8.5
10.7
10.3
8.6
10.6
12.6
12.3
11.9
10.6
9.1
10.5
11.9
12.3
12.6
10.6
8.6
7.0
11.8
12.9
11.2
12.8
11.8
7.1
5.0
8.1
11.2
12.5
13.9
13.5
13.2
13.5
13.8
12.5
11.2
8.1
5.0
2.4
9.5
13.3
13.8
13.3
X
45
103
135
81
53
26
0
26
53
81
135
103
45
98
79
8
0
8
79
98
134
75
25
0
0
0
0
0
0
0
25
75
134
85
0
0
0
0
0
86
51
3
0
0
0
0
0
0
0
0
0
3
51
21
0
0
0
0
Reinforcement (mm²/m)
Top
Bottom
Y
X
Y
49
90
117
75
43
19
0
18
43
75
117
90
49
98
62
0
0
0
62
98
123
68
14
0
0
0
0
0
0
0
14
68
124
77
0
0
0
0
0
77
52
5
0
0
0
0
0
0
0
0
0
6
52
25
0
0
0
0
170
136
108
90
60
29
1
29
60
90
108
136
170
146
132
94
40
94
132
147
116
140
159
139
126
103
80
103
126
140
159
141
116
93
154
139
106
140
155
93
72
111
148
150
153
142
132
142
154
151
149
112
73
38
128
147
141
148
146
127
104
81
59
31
4
31
59
81
104
127
147
124
129
103
58
102
130
124
103
128
153
148
144
128
111
127
144
148
153
128
104
85
143
156
135
155
143
85
60
98
135
151
168
164
160
163
167
151
135
98
60
29
115
161
167
161
PAGE 150
157
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
4.06
4.87
0.00
0.41
0.81
1.22
1.62
2.03
2.44
2.84
3.25
3.65
4.06
4.46
4.87
0.00
0.81
1.62
2.44
3.25
4.06
4.87
0.00
0.41
0.81
1.22
1.62
2.03
2.44
2.84
3.25
3.65
4.06
4.46
4.87
0.00
0.81
1.62
2.44
3.25
4.06
4.87
0.00
0.41
0.81
1.22
1.62
2.03
2.44
2.84
3.25
3.65
4.06
4.46
4.87
0.00
0.81
1.62
2.44
3.25
4.06
4.87
0.00
0.41
0.81
1.22
1.62
2.03
2.44
1.73
1.73
2.08
2.08
2.08
2.08
2.08
2.08
2.08
2.08
2.08
2.08
2.08
2.08
2.08
2.42
2.42
2.42
2.42
2.42
2.42
2.42
2.77
2.77
2.77
2.77
2.77
2.77
2.77
2.77
2.77
2.77
2.77
2.77
2.77
3.11
3.11
3.11
3.11
3.11
3.11
3.11
3.46
3.46
3.46
3.46
3.46
3.46
3.46
3.46
3.46
3.46
3.46
3.46
3.46
3.80
3.80
3.80
3.80
3.80
3.80
3.80
4.15
4.15
4.15
4.15
4.15
4.15
4.15
0.0
1.6
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.6
0.0
0.0
0.0
0.0
0.0
1.5
3.8
0.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
3.8
6.4
0.0
0.0
0.0
0.0
0.0
6.5
10.0
5.7
1.9
-0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.7
5.7
10.2
7.4
5.9
0.6
0.0
0.4
5.9
7.5
3.4
7.8
10.2
6.2
4.0
2.0
0.0
0.0
2.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
2.0
0.0
0.0
0.0
0.0
0.0
2.0
4.3
0.4
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.3
4.3
6.3
0.0
0.0
0.0
0.0
0.0
6.4
10.2
5.6
1.2
-0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.0
5.6
10.3
8.1
5.1
-0.0
0.0
-0.0
5.1
8.2
4.0
7.5
9.7
6.2
3.6
1.6
0.0
Checked by
9.8
3.0
0.5
4.4
8.1
9.3
10.6
10.9
11.3
11.0
10.8
9.4
8.3
4.5
0.6
2.9
9.6
11.0
10.6
11.2
9.8
2.8
5.4
8.3
11.1
11.2
11.5
10.6
9.9
10.7
11.6
11.4
11.3
8.5
5.4
7.0
11.6
10.5
8.0
10.6
11.8
7.0
8.7
10.5
11.9
10.5
9.5
7.8
6.0
7.8
9.6
10.6
12.1
10.7
8.8
11.0
9.9
7.1
3.1
7.1
10.1
11.1
12.7
10.2
8.1
6.8
4.6
2.2
0.2
9.6
2.5
0.1
4.0
7.9
10.3
12.8
13.6
14.4
13.6
12.8
10.3
7.9
4.1
0.2
2.4
9.5
13.3
13.8
13.4
9.6
2.4
5.0
8.1
11.2
12.5
13.9
13.6
13.3
13.6
14.0
12.7
11.4
8.2
4.9
7.0
11.8
12.9
11.3
13.0
12.0
7.1
8.6
10.6
12.6
12.3
12.0
10.6
9.3
10.7
12.1
12.5
12.9
10.7
8.7
10.3
10.7
8.5
4.9
8.6
10.9
10.4
12.1
10.5
8.6
6.7
5.0
2.6
0.4
0
22
0
0
0
0
0
0
0
0
0
0
0
0
0
21
0
0
0
0
0
20
51
3
0
0
0
0
0
0
0
0
0
1
51
85
0
0
0
0
0
86
134
75
25
0
0
0
0
0
0
0
23
75
136
98
79
9
0
5
79
100
45
103
135
82
53
26
0
Date
0
25
0
0
0
0
0
0
0
0
0
0
0
0
0
25
0
0
0
0
0
24
52
5
0
0
0
0
0
0
0
0
0
4
52
77
0
0
0
0
0
77
123
68
14
0
0
0
0
0
0
0
12
68
125
98
62
0
0
0
62
99
49
90
117
75
44
19
0
130
39
6
58
108
124
142
145
150
146
143
126
110
60
7
38
128
147
141
149
131
37
72
111
147
150
153
142
132
143
155
152
151
112
72
93
154
139
106
141
157
93
116
140
159
139
126
103
80
103
128
141
162
143
117
146
132
94
41
94
134
148
170
136
108
90
60
30
2
116
30
2
48
95
125
155
165
175
165
155
125
95
49
3
29
115
161
168
162
116
28
60
98
135
152
168
164
161
165
169
153
138
99
60
85
143
156
136
158
145
85
104
128
153
149
145
129
112
129
147
151
156
130
105
124
130
103
59
103
132
126
146
127
104
81
60
32
5
PAGE 151
158
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
2.84
3.25
3.65
4.06
4.46
4.87
4.15
4.15
4.15
4.15
4.15
4.15
1.9
3.9
6.1
10.3
7.9
3.4
1.5
3.5
6.2
9.8
7.6
4.1
Checked by
2.1
4.5
6.8
8.2
10.3
13.0
2.5
4.9
6.7
8.6
10.6
12.3
25
52
82
137
105
46
Date
18
43
75
119
91
50
28
59
90
109
138
173
30
58
81
104
129
149
LOAD CASE 2
Position
X (m) Y(m)
0.00
0.41
0.81
1.22
1.62
2.03
2.44
2.84
3.25
3.65
4.06
4.46
4.87
0.00
0.81
1.62
2.44
3.25
4.06
4.87
0.00
0.41
0.81
1.22
1.62
2.03
2.44
2.84
3.25
3.65
4.06
4.46
4.87
0.00
0.81
1.62
2.44
3.25
4.06
4.87
0.00
0.41
0.81
1.22
1.62
2.03
2.44
2.84
3.25
3.65
4.06
4.46
4.87
0.00
0.81
1.62
2.44
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.35
0.35
0.35
0.35
0.35
0.35
0.35
0.69
0.69
0.69
0.69
0.69
0.69
0.69
0.69
0.69
0.69
0.69
0.69
0.69
1.04
1.04
1.04
1.04
1.04
1.04
1.04
1.38
1.38
1.38
1.38
1.38
1.38
1.38
1.38
1.38
1.38
1.38
1.38
1.38
1.73
1.73
1.73
1.73
Wood-Armer Moments
(kNm/m)
Top
Bottom
X
Y
X
Y
2.4
5.4
7.1
4.3
2.8
1.4
0.0
1.4
2.8
4.3
7.1
5.4
2.4
5.2
4.1
0.4
0.0
0.4
4.1
5.2
7.0
3.9
1.3
-0.0
0.0
0.0
0.0
0.0
0.0
-0.0
1.3
3.9
7.0
4.5
0.0
0.0
0.0
0.0
0.0
4.5
2.7
0.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
2.7
1.1
0.0
0.0
0.0
2.8
5.2
6.8
4.3
2.5
1.1
0.0
1.1
2.5
4.3
6.8
5.2
2.8
5.7
3.6
-0.0
0.0
-0.0
3.6
5.7
7.1
3.9
0.8
-0.0
0.0
0.0
0.0
0.0
0.0
-0.0
0.8
3.9
7.1
4.4
0.0
0.0
0.0
0.0
0.0
4.4
3.0
0.3
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.3
3.0
1.4
0.0
0.0
0.0
8.9
7.1
5.7
4.7
3.1
1.5
0.1
1.5
3.1
4.7
5.7
7.1
8.9
7.7
6.9
4.9
2.1
4.9
6.9
7.7
6.1
7.3
8.3
7.3
6.6
5.4
4.2
5.4
6.6
7.3
8.3
7.3
6.1
4.9
8.1
7.3
5.5
7.3
8.1
4.9
3.8
5.8
7.7
7.9
8.0
7.4
6.9
7.4
8.0
7.9
7.7
5.8
3.8
2.0
6.7
7.7
7.4
X
8.4
7.3
6.0
4.7
3.4
1.8
0.2
1.8
3.4
4.7
6.0
7.3
8.4
7.2
7.5
5.9
3.3
5.9
7.5
7.2
6.0
7.4
8.8
8.6
8.3
7.4
6.4
7.4
8.3
8.6
8.8
7.4
6.0
4.9
8.2
9.0
7.8
9.0
8.2
4.9
3.5
5.7
7.8
8.7
9.7
9.4
9.2
9.4
9.7
8.7
7.8
5.7
3.5
1.7
6.6
9.3
9.6
31
72
94
57
37
18
0
18
37
57
94
72
31
68
55
5
0
5
55
68
93
52
17
0
0
0
0
0
0
0
17
52
93
59
0
0
0
0
0
59
35
2
0
0
0
0
0
0
0
0
0
2
35
14
0
0
0
Reinforcement (mm²/m)
Top
Bottom
Y
X
Y
34
63
82
52
30
13
0
13
30
52
82
63
34
68
43
0
0
0
43
68
86
47
10
0
0
0
0
0
0
0
10
47
86
53
0
0
0
0
0
53
36
4
0
0
0
0
0
0
0
0
0
4
36
17
0
0
0
118
94
75
62
42
20
1
20
42
62
75
94
118
102
92
65
28
65
92
102
81
98
111
97
88
72
56
72
88
97
111
98
81
64
107
97
74
97
107
64
50
77
103
105
107
99
92
99
107
105
103
77
50
27
89
103
98
102
88
72
56
41
22
3
22
41
56
72
88
102
86
90
71
40
71
90
86
72
89
106
103
100
89
77
89
100
103
106
89
72
59
99
108
94
108
99
59
42
68
94
105
117
114
111
114
117
105
94
68
42
20
80
112
116
PAGE 152
159
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
3.25
4.06
4.87
0.00
0.41
0.81
1.22
1.62
2.03
2.44
2.84
3.25
3.65
4.06
4.46
4.87
0.00
0.81
1.62
2.44
3.25
4.06
4.87
0.00
0.41
0.81
1.22
1.62
2.03
2.44
2.84
3.25
3.65
4.06
4.46
4.87
0.00
0.81
1.62
2.44
3.25
4.06
4.87
0.00
0.41
0.81
1.22
1.62
2.03
2.44
2.84
3.25
3.65
4.06
4.46
4.87
0.00
0.81
1.62
2.44
3.25
4.06
4.87
0.00
0.41
0.81
1.22
1.62
2.03
1.73
1.73
1.73
2.08
2.08
2.08
2.08
2.08
2.08
2.08
2.08
2.08
2.08
2.08
2.08
2.08
2.42
2.42
2.42
2.42
2.42
2.42
2.42
2.77
2.77
2.77
2.77
2.77
2.77
2.77
2.77
2.77
2.77
2.77
2.77
2.77
3.11
3.11
3.11
3.11
3.11
3.11
3.11
3.46
3.46
3.46
3.46
3.46
3.46
3.46
3.46
3.46
3.46
3.46
3.46
3.46
3.80
3.80
3.80
3.80
3.80
3.80
3.80
4.15
4.15
4.15
4.15
4.15
4.15
0.0
0.0
1.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.1
0.0
0.0
0.0
0.0
0.0
1.1
2.7
0.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
2.7
4.5
0.0
0.0
0.0
0.0
0.0
4.5
7.0
3.9
1.3
-0.0
0.0
0.0
0.0
0.0
0.0
-0.0
1.3
3.9
7.0
5.2
4.1
0.4
0.0
0.4
4.1
5.2
2.4
5.4
7.1
4.3
2.8
1.4
0.0
0.0
1.4
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.4
0.0
0.0
0.0
0.0
0.0
1.4
3.0
0.3
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.3
3.0
4.4
0.0
0.0
0.0
0.0
0.0
4.4
7.1
3.9
0.8
-0.0
0.0
0.0
0.0
0.0
0.0
-0.0
0.8
3.9
7.1
5.7
3.6
-0.0
0.0
-0.0
3.6
5.7
2.8
5.2
6.8
4.3
2.5
1.1
Checked by
7.7
6.7
2.0
0.3
3.1
5.7
6.5
7.4
7.6
7.8
7.6
7.4
6.5
5.7
3.1
0.3
2.0
6.7
7.7
7.4
7.7
6.7
2.0
3.8
5.8
7.7
7.9
8.0
7.4
6.9
7.4
8.0
7.9
7.7
5.8
3.8
4.9
8.1
7.3
5.5
7.3
8.1
4.9
6.1
7.3
8.3
7.3
6.6
5.4
4.2
5.4
6.6
7.3
8.3
7.3
6.1
7.7
6.9
4.9
2.1
4.9
6.9
7.7
8.9
7.1
5.7
4.7
3.1
1.5
9.3
6.6
1.7
0.1
2.8
5.5
7.2
8.9
9.5
10.0
9.5
8.9
7.2
5.5
2.8
0.1
1.7
6.6
9.3
9.6
9.3
6.6
1.7
3.5
5.7
7.8
8.7
9.7
9.4
9.2
9.4
9.7
8.7
7.8
5.7
3.5
4.9
8.2
9.0
7.8
9.0
8.2
4.9
6.0
7.4
8.8
8.6
8.3
7.4
6.4
7.4
8.3
8.6
8.8
7.4
6.0
7.2
7.5
5.9
3.3
5.9
7.5
7.2
8.4
7.3
6.0
4.7
3.4
1.8
0
0
14
0
0
0
0
0
0
0
0
0
0
0
0
0
14
0
0
0
0
0
14
35
2
0
0
0
0
0
0
0
0
0
2
35
59
0
0
0
0
0
59
93
52
17
0
0
0
0
0
0
0
17
52
93
68
55
5
0
5
55
68
31
72
94
57
37
18
Date
0
0
17
0
0
0
0
0
0
0
0
0
0
0
0
0
17
0
0
0
0
0
17
36
4
0
0
0
0
0
0
0
0
0
4
36
53
0
0
0
0
0
53
86
47
10
0
0
0
0
0
0
0
10
47
86
68
43
0
0
0
43
68
34
63
82
52
30
13
103
89
27
4
41
75
87
99
101
104
101
99
87
75
41
4
27
89
103
98
103
89
27
50
77
103
105
107
99
92
99
107
105
103
77
50
64
107
97
74
97
107
64
81
98
111
97
88
72
56
72
88
97
111
98
81
102
92
65
28
65
92
102
118
94
75
62
42
20
112
80
20
1
33
66
87
107
114
121
114
107
87
66
33
1
20
80
112
116
112
80
20
42
68
94
105
117
114
111
114
117
105
94
68
42
59
99
108
94
108
99
59
72
89
106
103
100
89
77
89
100
103
106
89
72
86
90
71
40
71
90
86
102
88
72
56
41
22
PAGE 153
160
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
2.44
2.84
3.25
3.65
4.06
4.46
4.87
4.15
4.15
4.15
4.15
4.15
4.15
4.15
0.0
1.4
2.8
4.3
7.1
5.4
2.4
0.0
1.1
2.5
4.3
6.8
5.2
2.8
Checked by
0.1
1.5
3.1
4.7
5.7
7.1
8.9
0.2
1.8
3.4
4.7
6.0
7.3
8.4
0
18
37
57
94
72
31
Date
0
13
30
52
82
63
34
1
20
42
62
75
94
118
3
22
41
56
72
88
102
ENVELOPE MAXIMUM
Position
X (m) Y(m)
0.00
0.41
0.81
1.22
1.62
2.03
2.44
2.84
3.25
3.65
4.06
4.46
4.87
0.00
0.81
1.62
2.44
3.25
4.06
4.87
0.00
0.41
0.81
1.22
1.62
2.03
2.44
2.84
3.25
3.65
4.06
4.46
4.87
0.00
0.81
1.62
2.44
3.25
4.06
4.87
0.00
0.41
0.81
1.22
1.62
2.03
2.44
2.84
3.25
3.65
4.06
4.46
4.87
0.00
0.81
1.62
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.35
0.35
0.35
0.35
0.35
0.35
0.35
0.69
0.69
0.69
0.69
0.69
0.69
0.69
0.69
0.69
0.69
0.69
0.69
0.69
1.04
1.04
1.04
1.04
1.04
1.04
1.04
1.38
1.38
1.38
1.38
1.38
1.38
1.38
1.38
1.38
1.38
1.38
1.38
1.38
1.73
1.73
1.73
Wood-Armer Moments
(kNm/m)
Top
Bottom
X
Y
X
Y
3.4
7.8
10.1
6.1
4.0
2.0
0.0
1.9
4.0
6.1
10.2
7.8
3.4
7.4
5.9
0.6
0.0
0.6
5.9
7.4
10.0
5.7
1.9
-0.0
0.0
0.0
0.0
0.0
0.0
-0.0
1.9
5.7
10.1
6.4
0.0
0.0
0.0
0.0
0.0
6.4
3.8
0.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.2
3.9
1.6
0.0
0.0
4.0
7.5
9.7
6.2
3.6
1.5
0.0
1.5
3.6
6.2
9.7
7.5
4.0
8.1
5.1
-0.0
0.0
-0.0
5.2
8.1
10.2
5.6
1.2
-0.0
0.0
0.0
0.0
0.0
0.0
-0.0
1.2
5.7
10.2
6.3
0.0
0.0
0.0
0.0
0.0
6.4
4.3
0.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.5
4.4
2.1
0.0
0.0
12.7
10.2
8.1
6.7
4.5
2.2
0.1
2.2
4.5
6.7
8.1
10.2
12.8
11.0
9.9
7.0
3.0
7.0
9.9
11.0
8.7
10.5
11.9
10.5
9.5
7.7
6.0
7.7
9.5
10.5
12.0
10.6
8.8
7.0
11.6
10.5
8.0
10.5
11.6
7.0
5.4
8.3
11.1
11.3
11.5
10.7
9.9
10.7
11.5
11.3
11.2
8.4
5.5
2.9
9.6
11.1
12.1
10.5
8.6
6.7
4.9
2.6
0.4
2.6
4.9
6.7
8.6
10.5
12.1
10.3
10.7
8.5
4.8
8.5
10.7
10.3
8.6
10.6
12.6
12.3
11.9
10.6
9.1
10.5
11.9
12.3
12.6
10.6
8.6
7.0
11.8
12.9
11.2
12.8
11.8
7.1
5.0
8.1
11.2
12.5
13.9
13.5
13.2
13.5
13.8
12.5
11.2
8.1
5.0
2.4
9.5
13.3
X
45
103
135
81
53
26
0
26
53
81
135
103
45
98
79
8
0
8
79
98
134
75
25
0
0
0
0
0
0
0
25
75
134
85
0
0
0
0
0
86
51
3
0
0
0
0
0
0
0
0
0
3
51
21
0
0
Reinforcement (mm²/m)
Top
Bottom
Y
X
Y
49
90
117
75
43
19
0
18
43
75
117
90
49
98
62
0
0
0
62
98
123
68
14
0
0
0
0
0
0
0
14
68
124
77
0
0
0
0
0
77
52
5
0
0
0
0
0
0
0
0
0
6
52
25
0
0
170
136
108
90
60
29
1
29
60
90
108
136
170
146
132
94
40
94
132
147
116
140
159
139
126
103
80
103
126
140
159
141
116
93
154
139
106
140
155
93
72
111
148
150
153
142
132
142
154
151
149
112
73
38
128
147
146
127
104
81
59
31
4
31
59
81
104
127
147
124
129
103
58
102
130
124
103
128
153
148
144
128
111
127
144
148
153
128
104
85
143
156
135
155
143
85
60
98
135
151
168
164
160
163
167
151
135
98
60
29
115
161
PAGE 154
161
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
2.44
3.25
4.06
4.87
0.00
0.41
0.81
1.22
1.62
2.03
2.44
2.84
3.25
3.65
4.06
4.46
4.87
0.00
0.81
1.62
2.44
3.25
4.06
4.87
0.00
0.41
0.81
1.22
1.62
2.03
2.44
2.84
3.25
3.65
4.06
4.46
4.87
0.00
0.81
1.62
2.44
3.25
4.06
4.87
0.00
0.41
0.81
1.22
1.62
2.03
2.44
2.84
3.25
3.65
4.06
4.46
4.87
0.00
0.81
1.62
2.44
3.25
4.06
4.87
0.00
0.41
0.81
1.22
1.62
1.73
1.73
1.73
1.73
2.08
2.08
2.08
2.08
2.08
2.08
2.08
2.08
2.08
2.08
2.08
2.08
2.08
2.42
2.42
2.42
2.42
2.42
2.42
2.42
2.77
2.77
2.77
2.77
2.77
2.77
2.77
2.77
2.77
2.77
2.77
2.77
2.77
3.11
3.11
3.11
3.11
3.11
3.11
3.11
3.46
3.46
3.46
3.46
3.46
3.46
3.46
3.46
3.46
3.46
3.46
3.46
3.46
3.80
3.80
3.80
3.80
3.80
3.80
3.80
4.15
4.15
4.15
4.15
4.15
0.0
0.0
0.0
1.6
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.6
0.0
0.0
0.0
0.0
0.0
1.5
3.8
0.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
3.8
6.4
0.0
0.0
0.0
0.0
0.0
6.5
10.0
5.7
1.9
-0.0
0.0
0.0
0.0
0.0
0.0
-0.0
1.7
5.7
10.2
7.4
5.9
0.6
0.0
0.4
5.9
7.5
3.4
7.8
10.2
6.2
4.0
0.0
0.0
0.0
2.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
2.0
0.0
0.0
0.0
0.0
0.0
2.0
4.3
0.4
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.3
4.3
6.3
0.0
0.0
0.0
0.0
0.0
6.4
10.2
5.6
1.2
-0.0
0.0
0.0
0.0
0.0
0.0
-0.0
1.0
5.6
10.3
8.1
5.1
-0.0
0.0
-0.0
5.1
8.2
4.0
7.5
9.7
6.2
3.6
Checked by
10.6
11.1
9.8
3.0
0.5
4.4
8.1
9.3
10.6
10.9
11.3
11.0
10.8
9.4
8.3
4.5
0.6
2.9
9.6
11.0
10.6
11.2
9.8
2.8
5.4
8.3
11.1
11.2
11.5
10.6
9.9
10.7
11.6
11.4
11.3
8.5
5.4
7.0
11.6
10.5
8.0
10.6
11.8
7.0
8.7
10.5
11.9
10.5
9.5
7.8
6.0
7.8
9.6
10.6
12.1
10.7
8.8
11.0
9.9
7.1
3.1
7.1
10.1
11.1
12.7
10.2
8.1
6.8
4.6
13.8
13.3
9.6
2.5
0.1
4.0
7.9
10.3
12.8
13.6
14.4
13.6
12.8
10.3
7.9
4.1
0.2
2.4
9.5
13.3
13.8
13.4
9.6
2.4
5.0
8.1
11.2
12.5
13.9
13.6
13.3
13.6
14.0
12.7
11.4
8.2
4.9
7.0
11.8
12.9
11.3
13.0
12.0
7.1
8.6
10.6
12.6
12.3
12.0
10.6
9.3
10.7
12.1
12.5
12.9
10.7
8.7
10.3
10.7
8.5
4.9
8.6
10.9
10.4
12.1
10.5
8.6
6.7
5.0
0
0
0
22
0
0
0
0
0
0
0
0
0
0
0
0
0
21
0
0
0
0
0
20
51
3
0
0
0
0
0
0
0
0
0
2
51
85
0
0
0
0
0
86
134
75
25
0
0
0
0
0
0
0
23
75
136
98
79
9
0
5
79
100
45
103
135
82
53
Date
0
0
0
25
0
0
0
0
0
0
0
0
0
0
0
0
0
25
0
0
0
0
0
24
52
5
0
0
0
0
0
0
0
0
0
4
52
77
0
0
0
0
0
77
123
68
14
0
0
0
0
0
0
0
12
68
125
98
62
0
0
0
62
99
49
90
117
75
44
141
148
130
39
6
58
108
124
142
145
150
146
143
126
110
60
7
38
128
147
141
149
131
37
72
111
147
150
153
142
132
143
155
152
151
112
72
93
154
139
106
141
157
93
116
140
159
139
126
103
80
103
128
141
162
143
117
146
132
94
41
94
134
148
170
136
108
90
60
167
161
116
30
2
48
95
125
155
165
175
165
155
125
95
49
3
29
115
161
168
162
116
28
60
98
135
152
168
164
161
165
169
153
138
99
60
85
143
156
136
158
145
85
104
128
153
149
145
129
112
129
147
151
156
130
105
124
130
103
59
103
132
126
146
127
104
81
60
PAGE 155
162
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
2.03
2.44
2.84
3.25
3.65
4.06
4.46
4.87
4.15
4.15
4.15
4.15
4.15
4.15
4.15
4.15
2.0
0.0
1.9
3.9
6.1
10.3
7.9
3.4
1.6
0.0
1.5
3.5
6.2
9.8
7.6
4.1
Checked by
2.2
0.2
2.1
4.5
6.8
8.2
10.3
13.0
2.6
0.4
2.5
4.9
6.7
8.6
10.6
12.3
26
0
25
52
82
137
105
46
Date
19
0
18
43
75
119
91
50
30
2
28
59
90
109
138
173
32
5
30
58
81
104
129
149
ENVELOPE MINIMUM
Position
X (m) Y(m)
0.00
0.41
0.81
1.22
1.62
2.03
2.44
2.84
3.25
3.65
4.06
4.46
4.87
0.00
0.81
1.62
2.44
3.25
4.06
4.87
0.00
0.41
0.81
1.22
1.62
2.03
2.44
2.84
3.25
3.65
4.06
4.46
4.87
0.00
0.81
1.62
2.44
3.25
4.06
4.87
0.00
0.41
0.81
1.22
1.62
2.03
2.44
2.84
3.25
3.65
4.06
4.46
4.87
0.00
0.81
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.35
0.35
0.35
0.35
0.35
0.35
0.35
0.69
0.69
0.69
0.69
0.69
0.69
0.69
0.69
0.69
0.69
0.69
0.69
0.69
1.04
1.04
1.04
1.04
1.04
1.04
1.04
1.38
1.38
1.38
1.38
1.38
1.38
1.38
1.38
1.38
1.38
1.38
1.38
1.38
1.73
1.73
Wood-Armer Moments
(kNm/m)
Top
Bottom
X
Y
X
Y
2.4
5.4
7.1
4.3
2.8
1.4
0.0
1.4
2.8
4.3
7.1
5.4
2.4
5.2
4.1
0.4
0.0
0.4
4.1
5.2
7.0
3.9
1.3
-0.0
0.0
0.0
0.0
0.0
0.0
-0.0
1.3
3.9
7.0
4.5
0.0
0.0
0.0
0.0
0.0
4.5
2.7
0.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
2.7
1.1
0.0
2.8
5.2
6.8
4.3
2.5
1.1
0.0
1.1
2.5
4.3
6.8
5.2
2.8
5.7
3.6
-0.0
0.0
-0.0
3.6
5.7
7.1
3.9
0.8
-0.0
0.0
0.0
0.0
0.0
0.0
-0.0
0.8
3.9
7.1
4.4
0.0
0.0
0.0
0.0
0.0
4.4
3.0
0.3
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.3
3.0
1.4
0.0
8.9
7.1
5.7
4.7
3.1
1.5
0.1
1.5
3.1
4.7
5.7
7.1
8.9
7.7
6.9
4.9
2.1
4.9
6.9
7.7
6.1
7.3
8.3
7.3
6.6
5.4
4.2
5.4
6.6
7.3
8.3
7.3
6.1
4.9
8.1
7.3
5.5
7.3
8.1
4.9
3.8
5.8
7.7
7.9
8.0
7.4
6.9
7.4
8.0
7.9
7.7
5.8
3.8
2.0
6.7
X
8.4
7.3
6.0
4.7
3.4
1.8
0.2
1.8
3.4
4.7
6.0
7.3
8.4
7.2
7.5
5.9
3.3
5.9
7.5
7.2
6.0
7.4
8.8
8.6
8.3
7.4
6.4
7.4
8.3
8.6
8.8
7.4
6.0
4.9
8.2
9.0
7.8
9.0
8.2
4.9
3.5
5.7
7.8
8.7
9.7
9.4
9.2
9.4
9.7
8.7
7.8
5.7
3.5
1.7
6.6
31
72
94
57
37
18
0
18
37
57
94
72
31
68
55
5
0
5
55
68
93
52
17
0
0
0
0
0
0
0
17
52
93
59
0
0
0
0
0
59
35
2
0
0
0
0
0
0
0
0
0
2
35
14
0
Reinforcement (mm²/m)
Top
Bottom
Y
X
Y
34
63
82
52
30
13
0
13
30
52
82
63
34
68
43
0
0
0
43
68
86
47
10
0
0
0
0
0
0
0
10
47
86
53
0
0
0
0
0
53
36
4
0
0
0
0
0
0
0
0
0
4
36
17
0
118
94
75
62
42
20
1
20
42
62
75
94
118
102
92
65
28
65
92
102
81
98
111
97
88
72
56
72
88
97
111
98
81
64
107
97
74
97
107
64
50
77
103
105
107
99
92
99
107
105
103
77
50
27
89
102
88
72
56
41
22
3
22
41
56
72
88
102
86
90
71
40
71
90
86
72
89
106
103
100
89
77
89
100
103
106
89
72
59
99
108
94
108
99
59
42
68
94
105
117
114
111
114
117
105
94
68
42
20
80
PAGE 156
163
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
1.62
2.44
3.25
4.06
4.87
0.00
0.41
0.81
1.22
1.62
2.03
2.44
2.84
3.25
3.65
4.06
4.46
4.87
0.00
0.81
1.62
2.44
3.25
4.06
4.87
0.00
0.41
0.81
1.22
1.62
2.03
2.44
2.84
3.25
3.65
4.06
4.46
4.87
0.00
0.81
1.62
2.44
3.25
4.06
4.87
0.00
0.41
0.81
1.22
1.62
2.03
2.44
2.84
3.25
3.65
4.06
4.46
4.87
0.00
0.81
1.62
2.44
3.25
4.06
4.87
0.00
0.41
0.81
1.22
1.73
1.73
1.73
1.73
1.73
2.08
2.08
2.08
2.08
2.08
2.08
2.08
2.08
2.08
2.08
2.08
2.08
2.08
2.42
2.42
2.42
2.42
2.42
2.42
2.42
2.77
2.77
2.77
2.77
2.77
2.77
2.77
2.77
2.77
2.77
2.77
2.77
2.77
3.11
3.11
3.11
3.11
3.11
3.11
3.11
3.46
3.46
3.46
3.46
3.46
3.46
3.46
3.46
3.46
3.46
3.46
3.46
3.46
3.80
3.80
3.80
3.80
3.80
3.80
3.80
4.15
4.15
4.15
4.15
0.0
0.0
0.0
0.0
1.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.1
0.0
0.0
0.0
0.0
0.0
1.1
2.7
0.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
2.7
4.5
0.0
0.0
0.0
0.0
0.0
4.5
7.0
3.9
1.3
-0.0
0.0
0.0
0.0
0.0
0.0
-0.0
1.3
3.9
7.0
5.2
4.1
0.4
0.0
0.4
4.1
5.2
2.4
5.4
7.1
4.3
0.0
0.0
0.0
0.0
1.4
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.4
0.0
0.0
0.0
0.0
0.0
1.4
3.0
0.3
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.3
3.0
4.4
0.0
0.0
0.0
0.0
0.0
4.4
7.1
3.9
0.8
-0.0
0.0
0.0
0.0
0.0
0.0
-0.0
0.8
3.9
7.1
5.7
3.6
-0.0
0.0
-0.0
3.6
5.7
2.8
5.2
6.8
4.3
Checked by
7.7
7.4
7.7
6.7
2.0
0.3
3.1
5.7
6.5
7.4
7.6
7.8
7.6
7.4
6.5
5.7
3.1
0.3
2.0
6.7
7.7
7.4
7.7
6.7
2.0
3.8
5.8
7.7
7.9
8.0
7.4
6.9
7.4
8.0
7.9
7.7
5.8
3.8
4.9
8.1
7.3
5.5
7.3
8.1
4.9
6.1
7.3
8.3
7.3
6.6
5.4
4.2
5.4
6.6
7.3
8.3
7.3
6.1
7.7
6.9
4.9
2.1
4.9
6.9
7.7
8.9
7.1
5.7
4.7
9.3
9.6
9.3
6.6
1.7
0.1
2.8
5.5
7.2
8.9
9.5
10.0
9.5
8.9
7.2
5.5
2.8
0.1
1.7
6.6
9.3
9.6
9.3
6.6
1.7
3.5
5.7
7.8
8.7
9.7
9.4
9.2
9.4
9.7
8.7
7.8
5.7
3.5
4.9
8.2
9.0
7.8
9.0
8.2
4.9
6.0
7.4
8.8
8.6
8.3
7.4
6.4
7.4
8.3
8.6
8.8
7.4
6.0
7.2
7.5
5.9
3.3
5.9
7.5
7.2
8.4
7.3
6.0
4.7
0
0
0
0
14
0
0
0
0
0
0
0
0
0
0
0
0
0
14
0
0
0
0
0
14
35
2
0
0
0
0
0
0
0
0
0
1
35
59
0
0
0
0
0
59
93
52
17
0
0
0
0
0
0
0
17
52
93
68
55
5
0
5
55
68
31
72
94
57
Date
0
0
0
0
17
0
0
0
0
0
0
0
0
0
0
0
0
0
17
0
0
0
0
0
17
36
4
0
0
0
0
0
0
0
0
0
4
36
53
0
0
0
0
0
53
86
47
10
0
0
0
0
0
0
0
10
47
86
68
43
0
0
0
43
68
34
63
82
52
103
98
103
89
27
4
41
75
87
99
101
104
101
99
87
75
41
4
27
89
103
98
103
89
27
50
77
103
105
107
99
92
99
107
105
103
77
50
64
107
97
74
97
107
64
81
98
111
97
88
72
56
72
88
97
111
98
81
102
92
65
28
65
92
102
118
94
75
62
112
116
112
80
20
1
33
66
87
107
114
121
114
107
87
66
33
1
20
80
112
116
112
80
20
42
68
94
105
117
114
111
114
117
105
94
68
42
59
99
108
94
108
99
59
72
89
106
103
100
89
77
89
100
103
106
89
72
86
90
71
40
71
90
86
102
88
72
56
PAGE 157
164
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
1.62
2.03
2.44
2.84
3.25
3.65
4.06
4.46
4.87
4.15
4.15
4.15
4.15
4.15
4.15
4.15
4.15
4.15
2.8
1.4
0.0
1.4
2.8
4.3
7.1
5.4
2.4
2.5
1.1
0.0
1.1
2.5
4.3
6.8
5.2
2.8
Checked by
3.1
1.5
0.1
1.5
3.1
4.7
5.7
7.1
8.9
3.4
1.8
0.2
1.8
3.4
4.7
6.0
7.3
8.4
37
18
0
18
37
57
94
72
31
Date
30
13
0
13
30
52
82
63
34
42
20
1
20
42
62
75
94
118
41
22
3
22
41
56
72
88
102
Wood-Armer Moments:
ACI 318 - 2005
Top:LC 1 (kNm/m)
Max value:10.3 at X:4.1 Y:4.2
PAGE 158
165
Job Number
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Sheet
Checked by
Date
Wood-Armer Moments:
ACI 318 - 2005
Top:LC 1 (kNm/m)
Max value:10.3 at X:4.9 Y:3.5
Wood-Armer Moments:
ACI 318 - 2005
Bot:LC 1 (kNm/m)
Max value:13.0 at X:4.9 Y:4.2
PAGE 159
166
Job Number
Job Title
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Sheet
Checked by
Date
Wood-Armer Moments:
ACI 318 - 2005
Bot:LC 1 (kNm/m)
Max value:14.4 at X:2.4 Y:2.1
Reinforcement:
ACI 318 - 2005
Top:LC 1 (mm²/m)
Max value:136.7 at X:4.1 Y:4.2
PAGE 160
167
Job Number
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Sheet
Checked by
Date
Reinforcement:
ACI 318 - 2005
Top:LC 1 (mm²/m)
Max value:124.8 at X:4.9 Y:3.5
Reinforcement:
ACI 318 - 2005
Bot:LC 1 (mm²/m)
Max value:172.8 at X:4.9 Y:4.2
PAGE 161
168
Job Number
Job Title
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Sheet
Checked by
Date
Reinforcement:
ACI 318 - 2005
Bot:LC 1 (mm²/m)
Max value:175.1 at X:2.4 Y:2.1
Wood-Armer Moments:
ACI 318 - 2005
Top:LC 2 (kNm/m)
Max value:7.1 at X:4.1 Y:4.2
PAGE 162
169
Job Number
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Sheet
Checked by
Date
Wood-Armer Moments:
ACI 318 - 2005
Top:LC 2 (kNm/m)
Max value:7.1 at X:4.9 Y:3.5
Wood-Armer Moments:
ACI 318 - 2005
Bot:LC 2 (kNm/m)
Max value:8.9 at X:4.9 Y:4.2
PAGE 163
170
Job Number
Job Title
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Sheet
Checked by
Date
Wood-Armer Moments:
ACI 318 - 2005
Bot:LC 2 (kNm/m)
Max value:10.0 at X:2.4 Y:2.1
Reinforcement:
ACI 318 - 2005
Top:LC 2 (mm²/m)
Max value:94.0 at X:4.1 Y:4.2
PAGE 164
171
Job Number
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Sheet
Checked by
Date
Reinforcement:
ACI 318 - 2005
Top:LC 2 (mm²/m)
Max value:85.8 at X:4.9 Y:3.5
Reinforcement:
ACI 318 - 2005
Bot:LC 2 (mm²/m)
Max value:118.3 at X:4.9 Y:4.2
PAGE 165
172
Job Number
Job Title
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Sheet
Checked by
Date
Reinforcement:
ACI 318 - 2005
Bot:LC 2 (mm²/m)
Max value:121.4 at X:2.4 Y:2.1
Rebar Excess:
Rebar Excess Top (mm²/m)
Note:Default reinforcement should be checked
and adjusted for suitability and layout.
25Y10-C-200 (T1) (Bar 1)
25Y10-F-200 (B1) (Bar 1)
25Y10-D-200 (T1) (Bar 1)
PAGE 166
173
Job Number
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Sheet
Checked by
Date
Rebar Excess:
Rebar Excess Top (mm²/m)
Note:Default reinforcement should be checked
and adjusted for suitability and layout.
25Y10-C-200 (T1) (Bar 1)
25Y10-F-200 (B1) (Bar 1)
25Y10-D-200 (T1) (Bar 1)
Rebar Excess:
Rebar Excess Bot (mm²/m)
Note:Default reinforcement should be checked
and adjusted for suitability and layout.
25Y10-C-200 (T1) (Bar 1)
25Y10-F-200 (B1) (Bar 1)
25Y10-D-200 (T1) (Bar 1)
PAGE 167
174
Job Number
Job Title
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Sheet
Checked by
Date
Rebar Excess:
Rebar Excess Bot (mm²/m)
Note:Default reinforcement should be checked
and adjusted for suitability and layout.
25Y10-C-200 (T1) (Bar 1)
25Y10-F-200 (B1) (Bar 1)
25Y10-D-200 (T1) (Bar 1)
PAGE 168
175
4) ②VALVE CHAMBER
WALL (H3.0m)
176
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Checked by
Date
Retaining Wall Design : Ver W2.4.01 - 01 Apr 2008
Title : Propped cantilever exam
C14
Input Data
H1
H2
H3
Hw
Hr
B
D
(m)
(m)
(m)
(m)
(m)
(m)
(m)
Wall Dimensions
3 C
(m)
0.7 F
(m)
0 xf
(m)
0 At
(m)
0 Ab
(m)
0 Cov wall
mm
2 Cov base mm
0.4
0
1
.25
.25
50
50
Unfactored Live Loads
W
(kN/m²)
20
P
(kN)
0
xp
(m)
0
L
(kN/m)
5
xl
(m)
2
Lh
(kN/m)
0
x
(m)
0
General Parameters
(°)
30
Soil frict
(°)
0
Fill slope
(°)
15
Wall frict
25
Conc kN/m3
kN/m3
18
Soil
fc'
(MPa)
25
fy
(MPa)
420
Design Parameters
1.5
SF Overt.
SF Slip
1.5
ULS DL Factor
1.4
ULS LL Factor
1.6
Pmax
(kPa)
400
0.5
Soil Poisson
0.9
DL Factor Ovt.
Seepage allowed
Active pressure applied on back of shear key for sliding
Theory
: Coulomb
Wall type : Propped cantilever
SEISMIC ANALYSIS SETTINGS:
Seismic Analysis ON/OFF:ON
Hor Accel. (g) 0.1
Vert Accel. (g) 0.01
Include LL's
Y
VALUES OF PRESSURE COEFFICIENTS:
Active Pressure coefficient Ka
Passive Pressure coefficient Kp
Seismic Active Pressure coefficient Kas
Seismic Passive Pressure coefficient Kps
Base frictional constant µ
:0.301
:4.977
:0.372
:4.512
:0.577
FORCES ACTING ON THE WALL AT SLS:
All forces/moments are per m
Description
Destabilizing forces:
Total Active pressure Pa
Siesmic component of Pa
As a result of surcharge w
As a result of Line Load L
Siesmic wall inertia
width
FORCES (kN ) and their LEVER ARMS (m )
F Horizontal
Lever arm F Vertical
Lever arm
left (+)
down (+)
29.132
5.549
21.363
1.480
3.836
Stabilizing forces:
Passive pressure on base Pp
-19.897
Siesmic component of Pp
2.050
Weight of the wall + base
Weight of soil on the base
Line load of
4.95 kN/m on backfill
UDL of 19.8 kPa
1.152
1.800
1.500
1.611
0.829
7.806
1.487
5.724
0.000
0.250
0.250
0.250
0.250
38.362
92.664
4.950
39.600
0.706
1.250
2.000
1.250
0.214
0.420
EQUILIBRIUM CALCULATIONS AT SLS
All forces/moments are per m
width
1.Force Equilibrium at SLS
Sum of Vertical forces Pv : 189.11 kN
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Frictional resistance Pfric
Passive Pressure on shear key
Passive pressure on base
Horizontal reaction at top
=> Total Horiz. resistance Fr
Date
: 109.18 kN
:
0.00 kN
: 19.90 kN
: 15.53 kN
: 144.60 kN
=> Horizontal resistance at base Fr(base) : 129.08 kN
Reaction at base
: 40.28 kN
Safety factor against base sliding = Fr(base)/Reaction(base) = 3.204
FORCES ACTING ON THE WALL AT ULS:
All forces/moments are per m
width
FORCES (kN ) and their LEVER ARMS (m )
F Horizontal
Lever arm F Vertical
Lever arm
left (+)
down (+)
Description
Destabilizing forces:
Total Active pressure Pa
Siesmic component of Pa
As a result of surcharge w
As a result of Line Load L
Siesmic wall inertia
42.560
8.879
34.181
2.367
6.138
Stabilizing forces:
Passive pressure on base Pp
-17.907
Siesmic component of Pp
1.845
Weight of the wall + base
Weight of soil on the base
Line load of
4.46 kN/m on backfill
UDL of 17.8 kPa
1.167
1.800
1.500
1.611
0.829
10.928
2.379
9.159
0.000
0.250
0.250
0.250
0.250
34.526
83.398
4.455
35.640
0.706
1.250
2.000
1.250
0.214
0.420
EQUILIBRIUM CALCULATIONS AT ULS
All forces/moments are per m
width
1.Force Equilibrium at ULS
Sum of Vertical forces Pv
Frictional resistance Pfric
Passive Pressure on shear key
Passive pressure on base
Horizontal reaction at top
=> Total Horiz. resistance Fr
: 170.20 kN
: 98.26 kN
:
0.00 kN
: 17.91 kN
: 23.98 kN
: 140.15 kN
=> Horizontal resistance at base Fr(base) : 116.17 kN
Reaction at base
: 61.26 kN
Safety factor against base sliding = Fr(base)/Reaction(base) = 1.896
SOIL PRESSURES UNDER BASE AT SLS
Maximum pressure :116.52 kPa
Minimum pressure : 51.57 kPa
Maximum pressure occurs at left hand side of base
WALL MOMENTS (ULS) AND REINFORCEMENT TO ACI 318 - 2005
Position from
base top (m )
0.00
0.05
0.10
0.16
0.21
0.26
0.31
0.36
0.42
0.47
Moment
(kNm )
14.15
12.22
10.31
8.41
6.56
4.77
3.04
1.40
-0.16
-1.64
Front Reinforcing Back Reinforcing Minimum
(mm²/m )
(mm²/m )
(mm²/m )
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2.23
22.87
199.08
171.72
144.58
117.88
91.83
66.63
42.48
19.53
0.00
0.00
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
PAGE 170
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Job Number
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Client
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Calcs by
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0.52
0.57
0.62
0.68
0.73
0.78
0.83
0.88
0.94
0.99
1.04
1.09
1.14
1.20
1.25
1.30
1.35
1.40
1.46
1.51
1.56
1.61
1.66
1.72
1.77
1.82
1.87
1.92
1.98
2.03
2.08
2.13
2.18
2.24
2.29
2.34
2.39
2.44
2.50
2.55
2.60
-3.04
-4.36
-5.61
-6.77
-7.86
-8.88
-9.82
-10.68
-11.48
-12.20
-12.85
-13.42
-13.93
-14.37
-14.66
-14.84
-14.95
-15.00
-14.99
-14.91
-14.77
-14.56
-14.30
-13.97
-13.58
-13.14
-12.64
-12.08
-11.46
-10.79
-10.07
-9.29
-8.46
-7.57
-6.64
-5.65
-4.62
-3.53
-2.40
-1.22
0.00
Checked by
42.45
60.95
78.40
94.78
110.12
124.42
137.69
149.92
161.14
171.34
180.55
188.76
195.98
202.24
206.27
208.85
210.48
211.19
210.97
209.85
207.83
204.93
201.15
196.52
191.04
184.74
177.61
169.68
160.96
151.47
141.21
130.21
118.48
106.03
92.87
79.03
64.51
49.33
33.51
17.06
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Date
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
623.81
BASE MOMENTS (ULS) AND REINFORCEMENT TO ACI 318 - 2005
Position from
left (m )
0.00
0.05
0.09
0.14
0.18
0.23
0.27
0.32
0.36
0.41
0.45
0.50
0.54
0.58
0.63
0.68
0.72
0.77
0.81
0.85
0.90
0.94
Moment
(kNm )
-0.00
-0.15
-0.60
-1.21
26.48
25.21
24.15
23.11
22.10
21.10
20.13
19.19
18.26
17.36
16.48
15.63
14.79
13.98
13.19
12.43
11.69
10.97
Top Reinforcing
(mm²/m )
0.00
0.00
0.00
0.00
0.00
0.00
0.00
180.79
172.80
165.00
157.38
149.94
142.69
135.61
128.72
122.01
115.48
109.14
102.97
96.99
91.18
85.56
Bot Reinforcing
(mm²/m )
0.00
1.17
4.67
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Minimum
(mm²/m )
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
PAGE 171
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0.99
1.03
1.08
1.13
1.17
1.22
1.26
1.30
1.35
1.40
1.44
1.49
1.53
1.57
1.62
1.67
1.71
1.75
1.80
1.84
1.89
1.94
1.98
2.02
2.07
2.12
2.16
2.21
2.25
10.27
9.60
8.95
8.32
7.72
7.13
6.57
6.04
5.52
5.03
4.57
4.12
3.70
3.30
2.92
2.57
2.24
1.93
1.64
1.38
1.14
0.92
0.73
0.56
0.41
0.29
0.18
0.10
0.05
Checked by
80.11
74.85
69.77
64.86
60.14
55.60
51.23
47.04
43.04
39.21
35.56
32.09
28.80
25.68
22.75
19.99
17.42
15.02
12.79
10.75
8.88
7.20
5.68
4.35
3.20
2.22
1.42
0.80
0.36
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Date
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
SHEAR CHECK AT WALL-BASE JUNCTION TO ACI 318 - 2005
Shear force at bottom of wall V = 48.9 kN
Shear stress at bottom of wall v = 0.26 MPa OK
Allowable shear stress vc = 0.61 MPa (based on Wall tensile reinf.)
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Sketch of Wall
Design code: ACI 318 - 2005
2.00
5.00kN/m
19.80
0.25
R=15.53kN
0.00°
30.00°
kh =0.10g
kv =0.01g
0.25
2.00
Kas=0.37
Kps=4.51
µ=0.58
51.6kPa
V= 48.9kN
116.5kPa
v= 0.26MPa
vc= 0.61MPa
Wall type: Propped cantileverSFslip = 3.20
Theory: Coulomb
SFslip (ULS) = 1.90
1.00
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Wall Bending Moments
Wall Moments
2.60
2.40
2.20
2.00
1.80
1.60
1.40
1.20
1.00
.800
.600
.400
.200
-.200
Bending moment (kNm)
Base Bending Moments
Base Moments
Moment max = 26.48kNm @ .126m
28.0
26.0
24.0
22.0
20.0
18.0
16.0
14.0
12.0
10.0
8.00
6.00
4.00
2.00
Position (m)
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Date
Wall Reinforcement
Wall Reinforcement
2.60
2.40
2.20
Nominal
2.00
1.80
1.60
1.40
Back
1.20
1.00
.800
.600
Front
.400
.200
Reinforcement (mm²/m)
Base Reinforcement
Base Reinforcement
Reinf. max = 180.8mm²/m @ .265m
Nominal
1100
1000
900
800
700
600
500
400
300
200
100
Top
Top
Position (m)
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Schematic Reinforcement
Y16@300 (Hor)
Y16@300 (Hor)
Y16@300 (NF)
Y16@300 (FF)
1-R10/m2 clips
1-R10/m2 clips
Y16@300 starters
FRONT
Y16@300 starters
Y20@200 (T1)
Y20@200 (B1)
Y20@200 (T2)
Y20@200 (B2)
SECTION
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Date
Retaining Wall Design : Ver W2.4.01 - 01 Apr 2008
Title : Reservoir wall example
C14
Input Data
H1
H2
H3
Hw
Hr
B
D
(m)
(m)
(m)
(m)
(m)
(m)
(m)
Wall Dimensions
3 C
(m)
0.67 F
(m)
2.6 xf
(m)
2.6 At
(m)
0.36 Ab
(m)
Cov wall
mm
4.4 Cov base mm
Unfactored Live Loads
0.4 W
(kN/m²)
P
(kN)
85
xp
(m)
1
0.25 L
(kN/m)
0.25 xl
(m)
50 Lh
(kN/m)
50 x
(m)
General Parameters
(°)
25
Soil frict
(°)
Fill slope
(°)
Wall frict
25
Conc kN/m3
kN/m3
18
Soil
fcu
(MPa)
25
fy
(MPa)
420
Design Parameters
1.5
SF Overt.
SF Slip
1.5
ULS DL Factor
1.4
ULS LL Factor
1.6
Pmax
(kPa)
100
0.5
Soil Poisson
0.9
DL Factor Ovt.
Seepage not allowed
Active pressure applied on back of shear key for sliding
Theory
: Coulomb
Wall type : Cantilever
SEISMIC ANALYSIS SETTINGS:
Seismic Analysis ON/OFF:OFF
Hor Accel. (g)
Vert Accel. (g)
Include LL's
VALUES OF PRESSURE COEFFICIENTS:
Active Pressure coefficient Ka :0.406
Passive Pressure coefficient Kp :2.464
Base frictional constant µ :0.466
FORCES ACTING ON THE WALL AT SLS:
All forces/moments are per m
Description
Destabilizing forces:
Total Active pressure Pa
Triangular W-table press Pw
W-table pr below free water
Free water pressure Pwf
Hydrostatic pressure on bot
of base: uniform portion
Hydrostatic pressure on bot
of base: triangular portion
As a result of Point load P
width
FORCES (kN ) and their LEVER ARMS (m )
F Horizontal
Lever arm F Vertical
Lever arm
left (+)
down (+)
0.584
0.466
8.633
23.740
0.000
Stabilizing forces:
Passive pressure on base Pp
-9.954
Weight of the wall + base
Weight of soil on the base
Hydrostatic pressure on top
of rear portion of base
Hydrostatic pressure on top
of front portion of base
Point load of 85.00 kN on backfill
0.133
0.133
0.200
1.133
0.400
0.000
0.000
0.000
0.000
0.000
0.250
0.250
0.250
0.250
2.325
0.000
3.100
0.000
0.250
62.750
-0.000
94.961
1.755
2.450
2.450
0.000
0.000
106.250
1.000
0.223
EQUILIBRIUM CALCULATIONS AT SLS
All forces/moments are per m
width
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1.Moment Equilibrium
Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows:
Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.)
For Stabilizing moment Mr calculate as follows:
Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.)
where l.a. = lever arm of each force.
Stabilizing moment Mr : 451.27 kNm
Destabilizing moment Mo : 28.77 kNm
Safety factor against overturning = Mr/Mo = 15.684
2.Force Equilibrium at SLS
Sum of Vertical forces Pv
Frictional resistance Pfric
Passive Pressure on shear key
Passive pressure on base
=> Total Horiz. resistance Fr
: 263.96 kN
: 123.09 kN
:
0.00 kN
:
9.95 kN
: 133.04 kN
Horizontal sliding force on wall Fhw :
Horizontal sliding force on shear key Fht :
=> Total Horizontal sliding force Fh :
33.42 kN
0.00 kN
33.42 kN
Safety factor against overall sliding = Fr/Fh = 3.980
FORCES ACTING ON THE WALL AT ULS:
All forces/moments are per m
Description
Destabilizing forces:
Total Active pressure Pa
Triangular W-table press Pw
W-table pr below free water
Free water pressure Pwf
Hydrostatic pressure on bot
of base: uniform portion
Hydrostatic pressure on bot
of base: triangular portion
As a result of Point load P
width
FORCES (kN ) and their LEVER ARMS (m )
F Horizontal
Lever arm F Vertical
Lever arm
left (+)
down (+)
0.818
0.653
12.086
33.236
0.000
Stabilizing forces:
Passive pressure on base Pp
-8.959
Weight of the wall + base
Weight of soil on the base
Hydrostatic pressure on top
of rear portion of base
Hydrostatic pressure on top
of front portion of base
Point load of 76.50 kN on backfill
0.133
0.133
0.200
1.133
0.000
0.000
0.000
0.000
0.000
0.250
0.250
0.250
0.250
2.325
0.000
3.100
0.000
0.250
56.475
-0.000
85.465
1.755
2.450
2.450
0.000
0.000
95.625
1.000
0.400
0.223
EQUILIBRIUM CALCULATIONS AT ULS
All forces/moments are per m
width
1.Moment Equilibrium
Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows:
Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.)
For Stabilizing moment Mr calculate as follows:
Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.)
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where l.a. = lever arm of each force.
Stabilizing moment Mr : 406.14 kNm
Destabilizing moment Mo : 40.28 kNm
Safety factor against overturning = Mr/Mo = 10.083
2.Force Equilibrium at ULS
Sum of Vertical forces Pv
Frictional resistance Pfric
Passive Pressure on shear key
Passive pressure on base
=> Total Horiz. resistance Fr
: 237.56 kN
: 110.78 kN
:
0.00 kN
:
8.96 kN
: 119.74 kN
Horizontal sliding force on wall Fhw :
Horizontal sliding force on shear key Fht :
=> Total Horizontal sliding force Fh :
46.79 kN
0.00 kN
46.79 kN
Safety factor against overall sliding = Fr/Fh = 2.559
SOIL PRESSURES UNDER BASE AT SLS
Maximum pressure :109.82 kPa
Minimum pressure : 3.71 kPa
Maximum pressure occurs at left hand side of base
*** MAXIMUM PRESSURE EXCEEDS SPECIFIED ALLOWABLE PRESSURE BY
9.8 kPa ***
WALL MOMENTS (ULS) AND REINFORCEMENT TO ACI 318 - 2005
Position from
base top (m )
0.00
0.05
0.10
0.16
0.21
0.26
0.31
0.36
0.42
0.47
0.52
0.57
0.62
0.68
0.73
0.78
0.83
0.88
0.94
0.99
1.04
1.09
1.14
1.20
1.25
1.30
1.35
1.40
1.46
1.51
1.56
1.61
1.66
1.72
1.77
Moment
(kNm )
24.51
22.90
21.33
19.81
18.35
16.95
15.62
14.37
13.18
12.06
11.01
10.02
9.09
8.22
7.40
6.65
5.94
5.29
4.69
4.13
3.62
3.16
2.73
2.35
2.00
1.69
1.42
1.17
0.96
0.77
0.61
0.47
0.36
0.26
0.19
Front Reinforcing Back Reinforcing Nominal (0.13%)
(mm²/m )
(mm²/m )
(mm²/m )
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
371.84
347.34
323.51
300.46
278.29
257.09
236.97
217.92
199.92
182.95
166.96
151.93
137.83
124.63
112.31
100.82
90.14
80.25
71.11
62.69
54.96
47.90
41.46
35.64
30.38
25.67
21.47
17.76
14.50
11.67
9.23
7.16
5.42
3.99
2.84
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
PAGE 187
187
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
1.82
1.87
1.92
1.98
2.03
2.08
2.13
2.18
2.24
2.29
2.34
2.39
2.44
2.50
2.55
2.60
0.13
0.08
0.05
0.03
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Checked by
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
1.93
1.24
0.74
0.40
0.18
0.06
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Date
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
BASE MOMENTS (ULS) AND REINFORCEMENT TO ACI 318 - 2005
Position from
left (m )
0.00
0.09
0.19
0.28
0.37
0.47
0.56
0.65
0.74
0.84
0.93
1.02
1.12
1.21
1.30
1.40
1.49
1.58
1.67
1.77
1.86
1.95
2.05
2.14
2.23
2.33
2.42
2.51
2.60
2.70
2.79
2.88
2.98
3.07
3.16
3.26
3.35
3.44
3.53
3.63
3.72
3.81
3.91
4.00
4.09
4.19
4.28
Moment
(kNm )
-0.00
-0.63
-1.18
36.47
34.12
32.71
31.33
29.98
28.67
27.38
26.12
24.89
23.69
22.52
21.38
20.27
19.19
18.14
17.12
16.12
15.16
14.23
13.33
12.45
11.61
10.79
10.01
9.25
8.53
7.83
7.17
6.53
5.92
5.35
4.80
4.28
3.79
3.33
2.90
2.50
2.13
1.79
1.48
1.20
0.95
0.73
0.53
Top Reinforcing
(mm²/m )
0.00
0.00
0.00
0.00
289.20
277.27
265.60
254.18
243.01
232.09
221.42
211.00
200.83
190.92
181.25
171.84
162.67
153.76
145.10
136.69
128.53
120.62
112.97
105.56
98.41
91.50
84.85
78.45
72.30
66.40
60.75
55.35
50.21
45.31
40.67
36.28
32.13
28.24
24.60
21.21
18.07
15.19
12.55
10.17
8.03
6.15
4.52
Bot Reinforcing
(mm²/m )
0.00
5.31
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Nominal (0.13%)
(mm²/m )
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
PAGE 188
188
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
4.37
4.46
4.56
4.65
Checked by
0.37
0.24
0.13
0.06
3.14
2.01
1.13
0.50
0.00
0.00
0.00
0.00
Date
520.00
520.00
520.00
520.00
SHEAR CHECK AT WALL-BASE JUNCTION TO ACI 318 - 2005
Shear force at bottom of wall V = 35.3 kN
Shear stress at bottom of wall v = 0.19 MPa OK
Allowable shear stress vc = 0.43 MPa (based on Wall tensile reinf.)
Sketch of Wall
Design code: ACI 318 - 2005
85.00kN
1.00
0.25
0.25
4.40
0.00°
109.8kPa
Wall type: Cantilever
Theory: Coulomb
Ka=0.41
Kp=2.46
µ=0.47
V= 35.3kN
v= 0.19MPa
SFslip = 3.98
vc= 0.43MPa
SFslip (ULS) = 2.56
SFovt = 15.68
SFovt (ULS) = 10.08
3.7kPa
PAGE 189
189
Job Number
Job Title
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Sheet
Checked by
Date
Wall Bending Moments
Wall Moments
2.60
2.40
2.20
2.00
1.80
1.60
1.40
1.20
1.00
.800
.600
.400
.200
-.200
Bending moment (kNm)
Base Bending Moments
40.0
Base Moments
Moment max = 36.47kNm @ .126m
35.0
30.0
25.0
20.0
15.0
10.0
5.00
Position (m)
PAGE 190
190
Job Number
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Sheet
Checked by
Date
Wall Reinforcement
2.60
Wall Reinforcement
2.40
2.20
Nominal
2.00
1.80
1.60
1.40
Back
1.20
1.00
.800
.600 Front
.400
.200
Reinforcement (mm²/m)
Base Reinforcement
Base Reinforcement
Reinf. max = 289.2mm²/m @ .274m
Nominal
500
450
400
350
300
250
200
150
100
Top
50.0
Top
Position (m)
PAGE 191
191
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Checked by
Date
Schematic Reinforcement
Y10@200 (Hor)
Y10@200 (Hor)
Y10@200 (NF)
Y10@200 (FF)
1-R10/m2 clips
1-R10/m2 clips
Y10@200 starters
FRONT
Y10@200 starters
Y12@200 (T1)
Y12@200 (B1)
Y12@200 (T2)
Y12@200 (B2)
SECTION
PAGE 192
192
4) ②VALVE CHAMBER
WALL (H2.5m)
193
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Checked by
Date
Retaining Wall Design : Ver W2.4.01 - 01 Apr 2008
Title : Propped cantilever exam
C14
Input Data
H1
H2
H3
Hw
Hr
B
D
(m)
(m)
(m)
(m)
(m)
(m)
(m)
Wall Dimensions
2.5 C
(m)
0.6 F
(m)
0 xf
(m)
0 At
(m)
0 Ab
(m)
0 Cov wall
mm
4.4 Cov base mm
0.4
0
0
0.25
0.25
50
50
Unfactored Live Loads
W
(kN/m²)
20
P
(kN)
85
xp
(m)
1
L
(kN/m)
0
xl
(m)
0
Lh
(kN/m)
1
x
(m)
0
General Parameters
(°)
30
Soil frict
(°)
0
Fill slope
(°)
15
Wall frict
25
Conc kN/m3
kN/m3
18
Soil
fcu
(MPa)
25
fy
(MPa)
420
Design Parameters
1.5
SF Overt.
SF Slip
1.5
ULS DL Factor
1.4
ULS LL Factor
1.6
Pmax
(kPa)
100
0.5
Soil Poisson
0.9
DL Factor Ovt.
Seepage allowed
Active pressure applied on back of shear key for sliding
Theory
: Coulomb
Wall type : Propped cantilever
SEISMIC ANALYSIS SETTINGS:
Seismic Analysis ON/OFF:ON
Hor Accel. (g) 0.02
Vert Accel. (g) 0.01
Include LL's
Y
VALUES OF PRESSURE COEFFICIENTS:
Active Pressure coefficient Ka
Passive Pressure coefficient Kp
Seismic Active Pressure coefficient Kas
Seismic Passive Pressure coefficient Kps
Base frictional constant µ
:0.301
:4.977
:0.317
:4.845
:0.577
FORCES ACTING ON THE WALL AT SLS:
All forces/moments are per m
Description
Destabilizing forces:
Total Active pressure Pa
Siesmic component of Pa
As a result of surcharge w
As a result of Point load P
Siesmic wall inertia
width
FORCES (kN ) and their LEVER ARMS (m )
F Horizontal
Lever arm F Vertical
Lever arm
left (+)
down (+)
17.215
0.838
15.149
7.217
1.181
Stabilizing forces:
Passive pressure on base Pp
-15.697
Siesmic component of Pp
0.426
Weight of the wall + base
Weight of soil on the base
Point load of 85.00 kN on backfill
UDL of 20.0 kPa
Applied horiz. Line Load
1.000
0.866
1.500
1.250
1.689
0.475
4.613
0.225
4.059
0.000
0.250
0.250
0.250
0.250
59.029
164.657
17.000
87.120
1.841
2.450
1.000
2.450
0.196
0.360
2.500
EQUILIBRIUM CALCULATIONS AT SLS
All forces/moments are per m
width
1.Force Equilibrium at SLS
PAGE 177
194
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Checked by
Sum of Vertical forces Pv
Frictional resistance Pfric
Passive Pressure on shear key
Passive pressure on base
Horizontal reaction at top
=> Total Horiz. resistance Fr
Date
: 336.31 kN
: 194.17 kN
:
0.00 kN
: 15.70 kN
:
9.08 kN
: 218.95 kN
=> Horizontal resistance at base Fr(base) : 210.86 kN
Reaction at base
: 31.68 kN
Safety factor against base sliding = Fr(base)/Reaction(base) = 6.656
FORCES ACTING ON THE WALL AT ULS:
All forces/moments are per m
width
FORCES (kN ) and their LEVER ARMS (m )
F Horizontal
Lever arm F Vertical
Lever arm
left (+)
down (+)
Description
Destabilizing forces:
Total Active pressure Pa
Siesmic component of Pa
As a result of surcharge w
As a result of Point load P
Siesmic wall inertia
24.369
1.341
24.239
11.547
1.889
Stabilizing forces:
Passive pressure on base Pp
-14.128
Siesmic component of Pp
0.384
Weight of the wall + base
Weight of soil on the base
Point load of 76.50 kN on backfill
UDL of 18.0 kPa
Applied horiz. Line Load
0.900
0.870
1.500
1.250
1.689
0.475
6.458
0.359
6.495
0.000
0.250
0.250
0.250
0.250
53.126
148.191
15.300
78.408
1.841
2.450
1.000
2.450
0.196
0.360
2.500
EQUILIBRIUM CALCULATIONS AT ULS
All forces/moments are per m
width
1.Force Equilibrium at ULS
Sum of Vertical forces Pv
Frictional resistance Pfric
Passive Pressure on shear key
Passive pressure on base
Horizontal reaction at top
=> Total Horiz. resistance Fr
: 302.68 kN
: 174.75 kN
:
0.00 kN
: 14.13 kN
: 13.94 kN
: 202.82 kN
=> Horizontal resistance at base Fr(base) : 189.78 kN
Reaction at base
: 48.10 kN
Safety factor against base sliding = Fr(base)/Reaction(base) = 3.945
SOIL PRESSURES UNDER BASE AT SLS
Maximum pressure : 87.79 kPa
Minimum pressure : 56.86 kPa
Maximum pressure occurs at left hand side of base
WALL MOMENTS (ULS) AND REINFORCEMENT TO ACI 318 - 2005
Position from
base top (m )
0.00
0.04
0.08
0.13
0.17
0.21
0.25
0.29
Moment
(kNm )
15.66
14.38
13.11
11.85
10.62
9.43
8.28
7.17
Front Reinforcing Back Reinforcing Nominal (0.13%)
(mm²/m )
(mm²/m )
(mm²/m )
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
237.55
218.12
198.82
179.80
161.17
143.07
125.58
108.71
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
PAGE 178
195
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
0.34
0.38
0.42
0.46
0.50
0.55
0.59
0.63
0.67
0.71
0.76
0.80
0.84
0.88
0.92
0.97
1.01
1.05
1.09
1.13
1.18
1.22
1.26
1.30
1.34
1.39
1.43
1.47
1.51
1.55
1.60
1.64
1.68
1.72
1.76
1.81
1.85
1.89
1.93
1.97
2.02
2.06
2.10
6.09
5.06
4.07
3.11
2.20
1.32
0.48
-0.33
-1.10
-1.83
-2.53
-3.19
-3.82
-4.42
-4.98
-5.51
-6.01
-6.48
-6.91
-7.32
-7.69
-8.04
-8.36
-8.49
-8.27
-8.02
-7.74
-7.43
-7.10
-6.74
-6.36
-5.95
-5.52
-5.07
-4.59
-4.09
-3.57
-3.02
-2.46
-1.87
-1.27
-0.64
0.00
Checked by
0.00
0.00
0.00
0.00
0.00
0.00
0.00
4.98
16.64
27.77
38.36
48.43
57.98
67.03
75.57
83.62
91.18
98.26
104.87
111.02
116.71
121.95
126.75
128.86
125.45
121.62
117.38
112.73
107.70
102.27
96.47
90.29
83.75
76.85
69.61
62.02
54.10
45.85
37.29
28.41
19.24
9.76
0.00
92.45
76.79
61.72
47.24
33.34
20.01
7.24
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Date
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
BASE MOMENTS (ULS) AND REINFORCEMENT TO ACI 318 - 2005
Position from
left (m )
0.00
0.09
0.19
0.28
0.37
0.47
0.56
0.65
0.74
0.84
0.93
1.02
1.12
1.21
1.30
1.40
1.49
1.58
1.67
1.77
Moment
(kNm )
-0.00
-0.48
-0.90
25.77
24.11
23.11
22.14
21.19
20.26
19.35
18.46
17.59
16.74
15.92
15.11
14.32
13.56
12.82
12.10
11.39
Top Reinforcing
(mm²/m )
0.00
0.00
0.00
0.00
204.37
195.94
187.69
179.62
171.73
164.01
156.47
149.11
141.92
134.92
128.09
121.43
114.96
108.66
102.54
96.60
Bot Reinforcing
(mm²/m )
0.00
4.06
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Nominal (0.13%)
(mm²/m )
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
PAGE 179
196
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
1.86
1.95
2.05
2.14
2.23
2.33
2.42
2.51
2.60
2.70
2.79
2.88
2.98
3.07
3.16
3.26
3.35
3.44
3.53
3.63
3.72
3.81
3.91
4.00
4.09
4.19
4.28
4.37
4.46
4.56
4.65
10.71
10.06
9.42
8.80
8.20
7.63
7.07
6.54
6.03
5.54
5.06
4.61
4.19
3.78
3.39
3.02
2.68
2.35
2.05
1.77
1.51
1.27
1.05
0.85
0.67
0.51
0.38
0.26
0.17
0.09
0.04
Checked by
90.83
85.24
79.83
74.60
69.54
64.66
59.96
55.44
51.09
46.92
42.93
39.12
35.48
32.02
28.74
25.63
22.71
19.96
17.39
14.99
12.77
10.73
8.87
7.18
5.68
4.35
3.19
2.22
1.42
0.80
0.35
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Date
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
SHEAR CHECK AT WALL-BASE JUNCTION TO ACI 318 - 2005
Shear force at bottom of wall V = 37.3 kN
Shear stress at bottom of wall v = 0.20 MPa OK
Allowable shear stress vc = 0.40 MPa (based on Wall tensile reinf.)
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Sketch of Wall
Design code: ACI 318 - 2005
85.86kN
1.00
20.00
1.00kN
R= 9.08kN
0.25
0.00°
30.00°
kh =0.02g
kv =0.01g
0.25
4.40
Kas=0.32
Kps=4.84
µ=0.58
V= 37.3kN
87.8kPa
v= 0.20MPa
Wall type: Propped cantilever SFslip = 6.66
vc= 0.40MPa
Theory: Coulomb
SFslip (ULS) = 3.95
56.9kPa
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Wall Bending Moments
Wall Moments
2.00
1.80
1.60
1.40
1.20
1.00
.800
.600
.400
.200
-.200
Bending moment (kNm)
Base Bending Moments
28.0
26.0
24.0
22.0
20.0
18.0
16.0
14.0
12.0
10.0
8.00
6.00
4.00
2.00
Base Moments
Moment max = 25.77kNm @ .126m
Position (m)
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Wall Reinforcement
Wall Reinforcement
2.00
1.80
Nominal
1.60
1.40
1.20
Back
1.00
.800
.600
Front
.400
.200
Reinforcement (mm²/m)
Base Reinforcement
Base Reinforcement
Reinf. max = 204.4mm²/m @ .274m
Nominal
500
450
400
350
300
250
200
150
100
Top
50.0
Top
Position (m)
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Schematic Reinforcement
Y10@200 (Hor)
Y10@200 (Hor)
Y10@200 (NF)
Y10@200 (FF)
1-R10/m2 clips
1-R10/m2 clips
Y10@200 starters
FRONT
Y10@200 starters
Y12@200 (T1)
Y12@200 (B1)
Y12@200 (T2)
Y12@200 (B2)
SECTION
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Retaining Wall Design : Ver W2.4.01 - 01 Apr 2008
Title : Cantilever wall example
C14
Input Data
H1
H2
H3
Hw
Hr
B
D
(m)
(m)
(m)
(m)
(m)
(m)
(m)
Wall Dimensions
2.5 C
(m)
0 F
(m)
0 xf
(m)
0 At
(m)
0.36 Ab
(m)
4.4 Cov wall
mm
0 Cov base mm
0.6
0
1.5
0.5
0.5
50
50
Unfactored Live Loads
W
(kN/m²)
20
P
(kN)
xp
(m)
L
(kN/m)
xl
(m)
Lh
(kN/m)
0
x
(m)
0
General Parameters
(°)
30
Soil frict
(°)
0
Fill slope
(°)
20
Wall frict
25
Conc kN/m3
kN/m3
18
Soil
fcu
(MPa)
25
fy
(MPa)
420
Design Parameters
1.5
SF Overt.
SF Slip
1.5
ULS DL Factor
1.2
ULS LL Factor
1.6
Pmax
(kPa)
100
0.5
Soil Poisson
0.9
DL Factor Ovt.
Seepage allowed
Active pressure applied on back of shear key for sliding
Theory
: Coulomb
Wall type : Cantilever
SEISMIC ANALYSIS SETTINGS:
Seismic Analysis ON/OFF:ON
Hor Accel. (g) 0.02
Vert Accel. (g) 0.01
Include LL's
Y
VALUES OF PRESSURE COEFFICIENTS:
Active Pressure coefficient Ka
Passive Pressure coefficient Kp
Seismic Active Pressure coefficient Kas
Seismic Passive Pressure coefficient Kps
Base frictional constant µ
:0.297
:6.105
:0.313
:5.934
:0.577
FORCES ACTING ON THE WALL AT SLS:
All forces/moments are per m
Description
Destabilizing forces:
Total Active pressure Pa
Siesmic component of Pa
As a result of surcharge w
Siesmic wall inertia
Stabilizing forces:
Passive pressure on base Pp
Siesmic component of Pp
Weight of the wall + base
Weight of soil on the base
UDL of 19.8 kPa
width
FORCES (kN ) and their LEVER ARMS (m )
F Horizontal
Lever arm F Vertical
Lever arm
left (+)
down (+)
16.546
0.830
14.560
1.926
0.867
1.500
1.250
0.605
-0.000
-0.000
0.000
0.000
6.022
0.302
5.299
4.900
4.900
4.900
96.278
0.000
0.000
2.987
0.000
4.900
EQUILIBRIUM CALCULATIONS AT SLS
All forces/moments are per m
width
1.Moment Equilibrium
Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows:
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Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.)
For Stabilizing moment Mr calculate as follows:
Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.)
where l.a. = lever arm of each force.
Stabilizing moment Mr : 287.61 kNm
Destabilizing moment Mo : -21.77 kNm
Safety factor against overturning = Mr/Mo = -13.212
*** SAFETY FACTOR IS LOWER THAN SPECIFIED MINIMUM OF
1.5 ***
2.Force Equilibrium at SLS
Sum of Vertical forces Pv
Frictional resistance Pfric
Passive Pressure on shear key
Passive pressure on base
=> Total Horiz. resistance Fr
: 107.60 kN
: 62.12 kN
:
0.00 kN
:
0.00 kN
: 62.12 kN
Horizontal sliding force on wall Fhw :
Horizontal sliding force on shear key Fht :
=> Total Horizontal sliding force Fh :
33.03 kN
0.00 kN
33.03 kN
Safety factor against overall sliding = Fr/Fh = 1.881
FORCES ACTING ON THE WALL AT ULS:
All forces/moments are per m
Description
width
FORCES (kN ) and their LEVER ARMS (m )
F Horizontal
Lever arm F Vertical
Lever arm
left (+)
down (+)
Destabilizing forces:
Total Active pressure Pa
Siesmic component of Pa
As a result of surcharge w
Siesmic wall inertia
Stabilizing forces:
Passive pressure on base Pp
Siesmic component of Pp
Weight of the wall + base
Weight of soil on the base
UDL of 17.8 kPa
20.386
1.328
23.296
3.081
0.877
1.500
1.250
0.605
-0.000
-0.000
0.000
0.000
7.226
0.483
8.479
4.900
4.900
4.900
86.650
0.000
0.000
2.987
0.000
4.900
EQUILIBRIUM CALCULATIONS AT ULS
All forces/moments are per m
width
1.Moment Equilibrium
Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows:
Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.)
For Stabilizing moment Mr calculate as follows:
Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.)
where l.a. = lever arm of each force.
Stabilizing moment Mr : 258.85 kNm
Destabilizing moment Mo : -28.10 kNm
Safety factor against overturning = Mr/Mo = -9.212
*** SAFETY FACTOR IS LOWER THAN 1.00 ***
2.Force Equilibrium at ULS
Sum of Vertical forces Pv :
96.84 kN
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Frictional resistance Pfric
Passive Pressure on shear key
Passive pressure on base
=> Total Horiz. resistance Fr
Checked by
:
:
:
:
55.91
0.00
0.00
55.91
Date
kN
kN
kN
kN
Horizontal sliding force on wall Fhw :
Horizontal sliding force on shear key Fht :
=> Total Horizontal sliding force Fh :
46.76 kN
0.00 kN
46.76 kN
Safety factor against overall sliding = Fr/Fh = 1.196
SOIL PRESSURES UNDER BASE AT SLS
Maximum pressure : 33.39 kPa
Minimum pressure : 10.52 kPa
Maximum pressure occurs at right hand side of base
WALL MOMENTS (ULS) AND REINFORCEMENT TO ACI 318 - 2005
Position from
base top (m )
0.00
0.04
0.08
0.11
0.15
0.19
0.23
0.27
0.30
0.34
0.38
0.42
0.46
0.49
0.53
0.57
0.61
0.65
0.68
0.72
0.76
0.80
0.84
0.87
0.91
0.95
0.99
1.03
1.06
1.10
1.14
1.18
1.22
1.25
1.29
1.33
1.37
1.41
1.44
1.48
1.52
1.56
1.60
1.63
1.67
1.71
1.75
Moment
(kNm )
23.73
22.68
21.65
20.66
19.69
18.75
17.83
16.94
16.08
15.24
14.43
13.65
12.89
12.16
11.45
10.76
10.10
9.47
8.85
8.26
7.70
7.15
6.63
6.13
5.65
5.20
4.76
4.35
3.96
3.58
3.23
2.90
2.59
2.29
2.02
1.76
1.53
1.31
1.11
0.93
0.76
0.61
0.48
0.37
0.27
0.18
0.12
Front Reinforcing Back Reinforcing Nominal (0.13%)
(mm²/m )
(mm²/m )
(mm²/m )
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
155.45
148.56
141.84
135.31
128.96
122.79
116.80
110.98
105.33
99.86
94.55
89.42
84.44
79.64
74.99
70.50
66.18
62.00
57.99
54.12
50.41
46.85
43.43
40.16
37.03
34.04
31.20
28.49
25.91
23.48
21.17
18.99
16.95
15.03
13.23
11.56
10.01
8.58
7.27
6.07
4.98
4.01
3.15
2.40
1.75
1.21
0.77
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
650.00
PAGE 195
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1.79
1.82
1.86
1.90
0.07
0.03
0.01
0.00
Checked by
0.00
0.00
0.00
0.00
0.43
0.19
0.05
0.00
Date
650.00
650.00
650.00
650.00
BASE MOMENTS (ULS) AND REINFORCEMENT TO ACI 318 - 2005
Position from
left (m )
0.00
0.10
0.20
0.29
0.39
0.49
0.59
0.69
0.78
0.88
0.98
1.08
1.18
1.27
1.37
1.47
1.57
1.67
1.76
1.86
1.96
2.06
2.16
2.25
2.35
2.45
2.55
2.65
2.74
2.84
2.94
3.04
3.14
3.23
3.33
3.43
3.53
3.63
3.72
3.82
3.92
4.02
4.12
4.21
4.31
4.41
4.51
4.61
4.70
4.80
4.90
Moment
(kNm )
-0.00
-0.02
-0.08
-0.18
-0.31
-0.49
-0.70
-0.95
-1.25
-1.58
-1.95
-2.36
-2.80
-3.29
-3.82
-4.38
-4.98
-5.63
-6.31
-7.03
-7.79
-8.59
-9.42
-10.30
-11.21
-12.17
-13.16
-14.19
-15.26
-16.37
-17.52
-18.71
-19.94
-21.20
-22.51
-23.85
-25.23
-26.65
-28.11
-29.61
-31.15
-32.73
-34.34
-36.00
-37.69
-39.42
-41.20
-43.01
-44.86
-45.60
-1.30
Top Reinforcing
(mm²/m )
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Bot Reinforcing
(mm²/m )
0.00
0.10
0.42
0.94
1.66
2.60
3.74
5.09
6.65
8.42
10.39
12.57
14.96
17.56
20.37
23.38
26.60
30.03
33.67
37.51
41.56
45.83
50.29
54.97
59.85
64.94
70.24
75.75
81.47
87.39
93.52
99.86
106.41
113.16
120.12
127.29
134.67
142.26
150.05
158.05
166.26
174.68
183.30
192.13
201.17
210.42
219.88
229.54
239.41
0.00
0.00
Nominal (0.13%)
(mm²/m )
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
SHEAR CHECK AT WALL-BASE JUNCTION TO ACI 318 - 2005
Shear force at bottom of wall V = 32.6 kN
Shear stress at bottom of wall v = 0.07 MPa OK
Allowable shear stress vc = 0.34 MPa (based on Wall tensile reinf.)
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Sketch of Wall
Design code: ACI 318 - 2005
19.80
0.50
0.00°
30.00°
kh =0.02g
kv =0.01g
4.40
Kas=0.31
Kps=5.93
µ=0.58
V= 32.6kN
v= 0.07MPa
SFslip = 1.88
vc= 0.34MPa
SFslip (ULS) = 1.20
SFovt = -13.21
SF Ovt<0
SFovt
(ULS) = :No
-9.21Overturning
0.50
1.50
Wall type: Cantilever
Theory: Coulomb
posssible
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Wall Bending Moments
Wall Moments
1.80
1.60
1.40
1.20
1.00
.800
.600
.400
.200
-.200
-.400
Bending moment (kNm)
Base Bending Moments
Base Moments
Moment max = -45.60kNm @ 4.65m
-5.00
-10.0
-15.0
-20.0
-25.0
-30.0
-35.0
-40.0
-45.0
Position (m)
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Wall Reinforcement
Wall Reinforcement
1.80
1.60
Nominal
1.40
1.20
1.00
Back
.800
.600
.400Front
.200
Reinforcement (mm²/m)
Base Reinforcement
Base Reinforcement
750
Reinf. max = 239.4mm²/m @ 4.63m
Nominal
700
650
600
550
500
450
400
350
300
250
200
150
100
50.0
Nominal
Top
Position (m)
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Schematic Reinforcement
Y16@300 (Hor)
Y16@300 (Hor)
Y16@300 (NF)
Y16@300 (FF)
1-R10/m2 clips
1-R10/m2 clips
Y16@300 starters
Y16@300 starters
FRONT
Y16@250 (T1)
Y16@250 (B1)
Y16@250 (T2)
Y16@250 (B2)
SECTION
PAGE 206
209
5) ③VALVE CHAMBER
TOP SLAB (L2.9m×W2.6m)
210
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Rectangular Slab Panel Design :
C04
Input Data
Lx
(m)
Ly
(m)
Slab depth (mm)
deff X-dir (mm)
deff Y-dir (mm)
Poisson's ratio
fcu
(MPa)
fy
(MPa)
Density (kN/m3)
Self weight LF
- time factor
(ACI318 :9.5.2.5)
2.6
2.9
250
200
220
0.2
25
420
24
1.4
2
Load Cases
Unfactored Loads Unfactored Point Loads
x
y
LC Load UDL
P
m
m
No. fact kN/m²
kN
1
1.4
0.3
1.6
20
Unfactored Line Loads
x1
y1
x2
m
m
m
L
kN/m
y2
m
2
Sketch of slab
BS8110 - 1997
Y
Lx=2.60
X
Total UDL =
40.820 kN/m²
(Incl self Wt)
Load Case 1 (factored)
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Output
Wood-Armer Moments and reinforcement for each load case:
Wood-Armer moments were calculated using the 'Wood & Armer' theory.
LOAD CASE 1
Position
X (m) Y(m)
0.00
0.22
0.43
0.65
0.87
1.08
1.30
1.52
1.73
1.95
2.17
2.38
2.60
0.00
0.43
0.87
1.30
1.73
2.17
2.60
0.00
0.22
0.43
0.65
0.87
1.08
1.30
1.52
1.73
1.95
2.17
2.38
2.60
0.00
0.43
0.87
1.30
1.73
2.17
2.60
0.00
0.22
0.43
0.65
0.87
1.08
1.30
1.52
1.73
1.95
2.17
2.38
2.60
0.00
0.43
0.87
1.30
1.73
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.24
0.24
0.24
0.24
0.24
0.24
0.24
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.72
0.72
0.72
0.72
0.72
0.72
0.72
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
1.21
1.21
1.21
1.21
1.21
Wood-Armer Moments
(kNm/m)
Top
Bottom
X
Y
X
Y
3.0
8.3
11.4
6.9
4.6
2.3
0.0
2.3
4.6
6.9
11.4
8.3
3.0
7.6
6.3
0.6
0.0
0.6
6.3
7.6
11.0
5.7
1.3
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.3
5.7
11.0
6.9
-0.0
0.0
0.0
0.0
-0.0
6.9
4.0
-0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
-0.0
4.0
1.7
0.0
0.0
0.0
0.0
2.1
7.4
11.3
7.1
4.1
1.7
0.0
1.7
4.1
7.1
11.3
7.4
2.1
8.0
6.2
0.2
0.0
0.2
6.2
8.0
11.5
6.5
1.8
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.8
6.5
11.5
6.8
-0.0
0.0
0.0
0.0
-0.0
6.8
4.4
0.7
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.7
4.4
2.2
0.0
0.0
0.0
0.0
14.5
11.6
9.2
7.7
5.3
2.6
0.1
2.6
5.3
7.7
9.2
11.6
14.5
12.0
11.5
8.7
4.2
8.7
11.5
12.0
9.3
11.7
13.8
12.7
11.9
10.1
8.2
10.1
11.9
12.7
13.8
11.7
9.3
7.3
13.4
13.3
10.8
13.3
13.4
7.3
5.4
9.2
12.9
13.8
14.8
14.1
13.4
14.1
14.8
13.8
12.9
9.2
5.4
2.9
11.4
14.4
14.3
14.4
15.4
12.5
9.3
7.5
5.9
3.1
0.5
3.1
5.9
7.5
9.3
12.5
15.4
11.7
11.6
9.1
4.9
9.1
11.6
11.7
8.8
10.9
13.3
12.9
12.3
10.7
9.1
10.7
12.3
12.9
13.3
10.9
8.8
7.5
11.7
12.6
10.5
12.6
11.7
7.5
5.0
7.9
10.7
11.8
13.0
12.5
12.1
12.5
13.0
11.8
10.7
7.9
5.0
2.4
8.8
12.1
12.4
12.1
X
44
120
165
100
66
32
0
32
66
100
165
120
44
110
90
9
0
9
90
110
158
83
19
0
0
0
0
0
0
0
19
83
158
100
0
0
0
0
0
100
57
0
0
0
0
0
0
0
0
0
0
0
57
25
0
0
0
0
Reinforcement (mm²/m)
Top
Bottom
Y
X
Y
27
97
149
93
54
23
0
23
54
93
149
97
27
104
81
2
0
2
81
104
151
86
24
0
0
0
0
0
0
0
24
86
151
89
0
0
0
0
0
89
58
10
0
0
0
0
0
0
0
0
0
10
58
28
0
0
0
0
209
167
133
111
77
38
2
38
77
111
133
167
209
173
165
125
60
125
165
173
134
169
199
183
172
146
119
146
172
183
199
169
134
105
192
192
156
192
192
105
78
133
186
199
213
203
194
203
213
199
186
133
78
42
164
207
206
207
202
164
122
98
77
41
6
41
77
98
122
164
202
153
151
120
64
120
151
153
115
143
174
168
161
140
119
140
161
168
174
143
115
98
153
166
138
166
153
98
66
103
140
155
170
164
158
164
170
155
140
103
66
32
115
158
162
158
PAGE 208
212
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
2.17
2.60
0.00
0.22
0.43
0.65
0.87
1.08
1.30
1.52
1.73
1.95
2.17
2.38
2.60
0.00
0.43
0.87
1.30
1.73
2.17
2.60
0.00
0.22
0.43
0.65
0.87
1.08
1.30
1.52
1.73
1.95
2.17
2.38
2.60
0.00
0.43
0.87
1.30
1.73
2.17
2.60
0.00
0.22
0.43
0.65
0.87
1.08
1.30
1.52
1.73
1.95
2.17
2.38
2.60
0.00
0.43
0.87
1.30
1.73
2.17
2.60
0.00
0.22
0.43
0.65
0.87
1.08
1.30
1.21
1.21
1.45
1.45
1.45
1.45
1.45
1.45
1.45
1.45
1.45
1.45
1.45
1.45
1.45
1.69
1.69
1.69
1.69
1.69
1.69
1.69
1.93
1.93
1.93
1.93
1.93
1.93
1.93
1.93
1.93
1.93
1.93
1.93
1.93
2.17
2.17
2.17
2.17
2.17
2.17
2.17
2.42
2.42
2.42
2.42
2.42
2.42
2.42
2.42
2.42
2.42
2.42
2.42
2.42
2.66
2.66
2.66
2.66
2.66
2.66
2.66
2.90
2.90
2.90
2.90
2.90
2.90
2.90
0.0
1.7
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.7
0.0
0.0
0.0
0.0
0.0
1.7
4.0
-0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
-0.0
4.0
6.9
-0.0
0.0
0.0
0.0
-0.0
6.9
11.0
5.7
1.3
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.3
5.7
11.0
7.6
6.3
0.6
0.0
0.6
6.3
7.6
3.0
8.3
11.4
6.9
4.6
2.3
0.0
0.0
2.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
2.2
0.0
0.0
0.0
0.0
0.0
2.2
4.4
0.7
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.7
4.4
6.8
-0.0
0.0
0.0
0.0
-0.0
6.8
11.5
6.5
1.8
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.8
6.5
11.5
8.0
6.2
0.2
0.0
0.2
6.2
8.0
2.1
7.4
11.3
7.1
4.1
1.7
0.0
Checked by
11.4
2.9
0.4
5.2
9.8
11.9
14.0
14.6
15.2
14.6
14.0
11.9
9.8
5.2
0.4
2.9
11.4
14.4
14.3
14.4
11.4
2.9
5.4
9.2
12.9
13.8
14.8
14.1
13.4
14.1
14.8
13.8
12.9
9.2
5.4
7.3
13.4
13.3
10.8
13.3
13.4
7.3
9.3
11.7
13.8
12.7
11.9
10.1
8.2
10.1
11.9
12.7
13.8
11.7
9.3
12.0
11.5
8.7
4.2
8.7
11.5
12.0
14.5
11.6
9.2
7.7
5.3
2.6
0.1
8.8
2.4
0.1
3.5
6.9
9.1
11.3
12.1
12.8
12.1
11.3
9.1
6.9
3.5
0.1
2.4
8.8
12.1
12.4
12.1
8.8
2.4
5.0
7.9
10.7
11.8
13.0
12.5
12.1
12.5
13.0
11.8
10.7
7.9
5.0
7.5
11.7
12.6
10.5
12.6
11.7
7.5
8.8
10.9
13.3
12.9
12.3
10.7
9.1
10.7
12.3
12.9
13.3
10.9
8.8
11.7
11.6
9.1
4.9
9.1
11.6
11.7
15.4
12.5
9.3
7.5
5.9
3.1
0.5
0
25
0
0
0
0
0
0
0
0
0
0
0
0
0
25
0
0
0
0
0
25
57
0
0
0
0
0
0
0
0
0
0
0
57
100
0
0
0
0
0
100
158
83
19
0
0
0
0
0
0
0
19
83
158
110
90
9
0
9
90
110
44
120
165
100
66
32
0
Date
0
28
0
0
0
0
0
0
0
0
0
0
0
0
0
28
0
0
0
0
0
28
58
10
0
0
0
0
0
0
0
0
0
10
58
89
0
0
0
0
0
89
151
86
24
0
0
0
0
0
0
0
24
86
151
104
81
2
0
2
81
104
27
97
149
93
54
23
0
164
42
6
75
141
171
202
210
219
210
202
171
141
75
6
42
164
207
206
207
164
42
78
133
186
199
213
203
194
203
213
199
186
133
78
105
192
192
156
192
192
105
134
169
199
183
172
146
119
146
172
183
199
169
134
173
165
125
60
125
165
173
209
167
133
111
77
38
2
115
32
1
45
90
119
148
158
168
158
148
119
90
45
1
32
115
158
162
158
115
32
66
103
140
155
170
164
158
164
170
155
140
103
66
98
153
166
138
166
153
98
115
143
174
168
161
140
119
140
161
168
174
143
115
153
151
120
64
120
151
153
202
164
122
98
77
41
6
PAGE 209
213
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
1.52
1.73
1.95
2.17
2.38
2.60
2.90
2.90
2.90
2.90
2.90
2.90
2.3
4.6
6.9
11.4
8.3
3.0
1.7
4.1
7.1
11.3
7.4
2.1
Checked by
2.6
5.3
7.7
9.2
11.6
14.5
3.1
5.9
7.5
9.3
12.5
15.4
32
66
100
165
120
44
Date
23
54
93
149
97
27
38
77
111
133
167
209
41
77
98
122
164
202
Wood-Armer Moments:
BS8110 - 1997
Top:LC 1 (kNm/m)
Max value:11.4 at X:2.2 Y:2.9
PAGE 210
214
Job Number
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Sheet
Checked by
Date
Wood-Armer Moments:
BS8110 - 1997
Top:LC 1 (kNm/m)
Max value:11.5 at X:2.6 Y:2.4
Wood-Armer Moments:
BS8110 - 1997
Bot:LC 1 (kNm/m)
Max value:15.2 at X:1.3 Y:1.4
PAGE 211
215
Job Number
Job Title
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Sheet
Checked by
Date
Wood-Armer Moments:
BS8110 - 1997
Bot:LC 1 (kNm/m)
Max value:15.4 at X:2.6 Y:2.9
Reinforcement:
BS8110 - 1997
Top:LC 1 (mm²/m)
Max value:164.5 at X:2.2 Y:2.9
PAGE 212
216
Job Number
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Sheet
Checked by
Date
Reinforcement:
BS8110 - 1997
Top:LC 1 (mm²/m)
Max value:150.5 at X:2.6 Y:2.4
Reinforcement:
BS8110 - 1997
Bot:LC 1 (mm²/m)
Max value:218.9 at X:1.3 Y:1.4
PAGE 213
217
Job Number
Job Title
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Sheet
Checked by
Date
Reinforcement:
BS8110 - 1997
Bot:LC 1 (mm²/m)
Max value:202.0 at X:2.6 Y:2.9
Rebar Excess:
Rebar Excess Top (mm²/m)
Note:Default reinforcement should be checked
and adjusted for suitability and layout.
14Y10-C-200 (T1) (Bar 1)
14Y10-F-200 (B1) (Bar 1)
14Y10-D-200 (T1) (Bar 1)
PAGE 214
218
Job Number
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Sheet
Checked by
Date
Rebar Excess:
Rebar Excess Top (mm²/m)
Note:Default reinforcement should be checked
and adjusted for suitability and layout.
14Y10-C-200 (T1) (Bar 1)
14Y10-F-200 (B1) (Bar 1)
14Y10-D-200 (T1) (Bar 1)
Rebar Excess:
Rebar Excess Bot (mm²/m)
Note:Default reinforcement should be checked
and adjusted for suitability and layout.
14Y10-C-200 (T1) (Bar 1)
14Y10-F-200 (B1) (Bar 1)
14Y10-D-200 (T1) (Bar 1)
PAGE 215
219
Job Number
Job Title
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Sheet
Checked by
Date
Rebar Excess:
Rebar Excess Bot (mm²/m)
Note:Default reinforcement should be checked
and adjusted for suitability and layout.
14Y10-C-200 (T1) (Bar 1)
14Y10-F-200 (B1) (Bar 1)
14Y10-D-200 (T1) (Bar 1)
PAGE 216
220
5) ③VALVE CHAMBER
WALL (H3.0m)
221
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
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Checked by
Date
Retaining Wall Design : Ver W2.4.01 - 01 Apr 2008
Title : Reservoir wall example
C14
Input Data
H1
H2
H3
Hw
Hr
B
D
(m)
(m)
(m)
(m)
(m)
(m)
(m)
Wall Dimensions
3 C
(m)
0.67 F
(m)
2.6 xf
(m)
2.6 At
(m)
0.36 Ab
(m)
Cov wall
mm
2.35 Cov base mm
Unfactored Live Loads
0.4 W
(kN/m²)
P
(kN)
xp
(m)
0.25 L
(kN/m)
0.25 xl
(m)
50 Lh
(kN/m)
50 x
(m)
General Parameters
(°)
25
Soil frict
(°)
Fill slope
(°)
Wall frict
25
Conc kN/m3
kN/m3
18
Soil
fcu
(MPa)
25
fy
(MPa)
450
Design Parameters
1.5
SF Overt.
SF Slip
1.5
ULS DL Factor
1.4
ULS LL Factor
1.6
Pmax
(kPa)
100
0.5
Soil Poisson
0.9
DL Factor Ovt.
Seepage not allowed
Active pressure applied on back of shear key for sliding
Theory
: Coulomb
Wall type : Cantilever
SEISMIC ANALYSIS SETTINGS:
Seismic Analysis ON/OFF:OFF
Hor Accel. (g)
Vert Accel. (g)
Include LL's
VALUES OF PRESSURE COEFFICIENTS:
Active Pressure coefficient Ka :0.406
Passive Pressure coefficient Kp :2.464
Base frictional constant µ :0.466
FORCES ACTING ON THE WALL AT SLS:
All forces/moments are per m
Description
Destabilizing forces:
Total Active pressure Pa
Triangular W-table press Pw
W-table pr below free water
Free water pressure Pwf
Hydrostatic pressure on bot
of base: uniform portion
Hydrostatic pressure on bot
of base: triangular portion
Stabilizing forces:
Passive pressure on base Pp
Weight of the wall + base
Weight of soil on the base
Hydrostatic pressure on top
of rear portion of base
Hydrostatic pressure on top
of front portion of base
width
FORCES (kN ) and their LEVER ARMS (m )
F Horizontal
Lever arm F Vertical
Lever arm
left (+)
down (+)
0.584
0.466
8.633
23.740
-9.954
0.133
0.133
0.200
1.133
0.000
0.000
0.000
0.000
0.000
0.250
0.250
0.250
0.250
1.300
0.000
1.733
42.250
-0.000
50.718
0.848
1.425
1.425
0.000
0.000
0.223
EQUILIBRIUM CALCULATIONS AT SLS
All forces/moments are per m
width
1.Moment Equilibrium
PAGE 217
222
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Checked by
Date
Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows:
Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.)
For Stabilizing moment Mr calculate as follows:
Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.)
where l.a. = lever arm of each force.
Stabilizing moment Mr : 110.33 kNm
Destabilizing moment Mo : 28.77 kNm
Safety factor against overturning = Mr/Mo = 3.835
2.Force Equilibrium at SLS
Sum of Vertical forces Pv
Frictional resistance Pfric
Passive Pressure on shear key
Passive pressure on base
=> Total Horiz. resistance Fr
:
:
:
:
:
92.97
43.35
0.00
9.95
53.31
kN
kN
kN
kN
kN
Horizontal sliding force on wall Fhw :
Horizontal sliding force on shear key Fht :
=> Total Horizontal sliding force Fh :
33.42 kN
0.00 kN
33.42 kN
Safety factor against overall sliding = Fr/Fh = 1.595
FORCES ACTING ON THE WALL AT ULS:
All forces/moments are per m
Description
width
FORCES (kN ) and their LEVER ARMS (m )
F Horizontal
Lever arm F Vertical
Lever arm
left (+)
down (+)
Destabilizing forces:
Total Active pressure Pa
Triangular W-table press Pw
W-table pr below free water
Free water pressure Pwf
Hydrostatic pressure on bot
of base: uniform portion
Hydrostatic pressure on bot
of base: triangular portion
0.818
0.653
12.086
33.236
Stabilizing forces:
Passive pressure on base Pp
Weight of the wall + base
Weight of soil on the base
Hydrostatic pressure on top
of rear portion of base
Hydrostatic pressure on top
of front portion of base
-8.959
0.133
0.133
0.200
1.133
0.000
0.000
0.000
0.000
0.000
0.250
0.250
0.250
0.250
1.300
0.000
1.733
38.025
-0.000
45.646
0.848
1.425
1.425
0.000
0.000
0.223
EQUILIBRIUM CALCULATIONS AT ULS
All forces/moments are per m
width
1.Moment Equilibrium
Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows:
Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.)
For Stabilizing moment Mr calculate as follows:
Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.)
where l.a. = lever arm of each force.
Stabilizing moment Mr :
Destabilizing moment Mo :
99.29 kNm
40.28 kNm
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Safety factor against overturning = Mr/Mo = 2.465
2.Force Equilibrium at ULS
Sum of Vertical forces Pv
Frictional resistance Pfric
Passive Pressure on shear key
Passive pressure on base
=> Total Horiz. resistance Fr
:
:
:
:
:
83.67
39.02
0.00
8.96
47.98
kN
kN
kN
kN
kN
Horizontal sliding force on wall Fhw :
Horizontal sliding force on shear key Fht :
=> Total Horizontal sliding force Fh :
46.79 kN
0.00 kN
46.79 kN
Safety factor against overall sliding = Fr/Fh = 1.025
SOIL PRESSURES UNDER BASE AT SLS
Maximum pressure : 70.64 kPa
Minimum pressure : 0.87 kPa
Maximum pressure occurs at left hand side of base
WALL MOMENTS (ULS) AND REINFORCEMENT TO ACI 318 - 2005
Position from
base top (m )
0.00
0.05
0.10
0.16
0.21
0.26
0.31
0.36
0.42
0.47
0.52
0.57
0.62
0.68
0.73
0.78
0.83
0.88
0.94
0.99
1.04
1.09
1.14
1.20
1.25
1.30
1.35
1.40
1.46
1.51
1.56
1.61
1.66
1.72
1.77
1.82
1.87
1.92
1.98
2.03
2.08
Moment
(kNm )
24.51
22.90
21.33
19.81
18.35
16.95
15.62
14.37
13.18
12.06
11.01
10.02
9.09
8.22
7.40
6.65
5.94
5.29
4.69
4.13
3.62
3.16
2.73
2.35
2.00
1.69
1.42
1.17
0.96
0.77
0.61
0.47
0.36
0.26
0.19
0.13
0.08
0.05
0.03
0.01
0.00
Front Reinforcing Back Reinforcing Nominal (0.13%)
(mm²/m )
(mm²/m )
(mm²/m )
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
347.05
324.18
301.95
280.43
259.73
239.95
221.17
203.39
186.60
170.75
155.83
141.80
128.64
116.33
104.82
94.10
84.14
74.90
66.37
58.51
51.30
44.70
38.70
33.26
28.35
23.96
20.04
16.58
13.53
10.89
8.62
6.68
5.06
3.73
2.65
1.80
1.16
0.69
0.37
0.17
0.06
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
PAGE 219
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2.13
2.18
2.24
2.29
2.34
2.39
2.44
2.50
2.55
2.60
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Checked by
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Date
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
BASE MOMENTS (ULS) AND REINFORCEMENT TO ACI 318 - 2005
Position from
left (m )
0.00
0.05
0.10
0.16
0.21
0.26
0.31
0.36
0.42
0.47
0.52
0.57
0.62
0.68
0.73
0.78
0.83
0.88
0.94
0.99
1.04
1.09
1.14
1.20
1.25
1.30
1.35
1.40
1.46
1.51
1.56
1.61
1.66
1.72
1.77
1.82
1.87
1.92
1.98
2.03
2.08
2.13
2.18
2.24
2.29
2.34
2.39
2.44
2.50
2.55
2.60
Moment
(kNm )
-0.00
-0.11
-0.43
-0.65
37.00
34.67
33.21
31.79
30.39
29.02
27.69
26.39
25.12
23.88
22.67
21.49
20.34
19.23
18.15
17.09
16.07
15.08
14.13
13.20
12.31
11.44
10.61
9.81
9.04
8.30
7.60
6.92
6.28
5.67
5.09
4.54
4.02
3.53
3.08
2.65
2.26
1.90
1.57
1.27
1.00
0.77
0.57
0.39
0.25
0.14
0.06
Top Reinforcing
(mm²/m )
0.00
0.00
0.00
0.00
0.00
0.00
262.79
251.49
240.44
229.63
219.08
208.77
198.71
188.90
179.33
170.02
160.95
152.14
143.57
135.25
127.17
119.35
111.77
104.45
97.37
90.54
83.95
77.62
71.54
65.70
60.11
54.77
49.68
44.83
40.24
35.89
31.79
27.94
24.34
20.99
17.88
15.03
12.42
10.06
7.95
6.09
4.47
3.10
1.99
1.12
0.50
Bot Reinforcing
(mm²/m )
0.00
0.86
3.43
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Nominal (0.13%)
(mm²/m )
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
SHEAR CHECK AT WALL-BASE JUNCTION TO ACI 318 - 2005
PAGE 220
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Job Number
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Shear force at bottom of wall V = 35.3 kN
Shear stress at bottom of wall v = 0.19 MPa OK
Allowable shear stress vc = 0.42 MPa (based on Wall tensile reinf.)
Sketch of Wall
Design code: ACI 318 - 2005
0.25
0.25
2.35
0.00°
70.6kPa
Wall type: Cantilever
Theory: Coulomb
Ka=0.41
Kp=2.46
0.9kPa µ=0.47
V= 35.3kN
v= 0.19MPa
vc= 0.42MPa
SFslip = 1.59
SFslip (ULS) = 1.03
SFovt = 3.83
SFovt (ULS) = 2.47
PAGE 221
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Sheet
Checked by
Date
Wall Bending Moments
Wall Moments
2.60
2.40
2.20
2.00
1.80
1.60
1.40
1.20
1.00
.800
.600
.400
.200
-.200
Bending moment (kNm)
Base Bending Moments
40.0
Base Moments
Moment max = 37.00kNm @ .126m
35.0
30.0
25.0
20.0
15.0
10.0
5.00
Position (m)
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Date
Wall Reinforcement
2.60
Wall Reinforcement
2.40
2.20
Nominal
2.00
1.80
1.60
1.40
Back
1.20
1.00
.800
.600 Front
.400
.200
Reinforcement (mm²/m)
Base Reinforcement
Base Reinforcement
Reinf. max = 262.8mm²/m @ .255m
Nominal
500
450
400
350
300
250
200
150
100
Top
50.0
Top
Position (m)
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Schematic Reinforcement
Y10@200 (Hor)
Y10@200 (Hor)
Y10@200 (NF)
Y10@200 (FF)
1-R10/m2 clips
1-R10/m2 clips
Y10@200 starters
FRONT
Y10@200 starters
Y12@200 (T1)
Y12@200 (B1)
Y12@200 (T2)
Y12@200 (B2)
SECTION
PAGE 224
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Retaining Wall Design : Ver W2.4.01 - 01 Apr 2008
Title : Cantilever wall example
C14
Input Data
H1
H2
H3
Hw
Hr
B
D
(m)
(m)
(m)
(m)
(m)
(m)
(m)
Wall Dimensions
3 C
(m)
0.7 F
(m)
0 xf
(m)
0 At
(m)
0.36 Ab
(m)
2.6 Cov wall
mm
0 Cov base mm
0.4
0
2
.25
.25
50
50
Unfactored Live Loads
W
(kN/m²)
1
P
(kN)
0
xp
(m)
0
L
(kN/m)
20
xl
(m)
1.5
Lh
(kN/m)
x
(m)
0
General Parameters
(°)
30
Soil frict
(°)
0
Fill slope
(°)
20
Wall frict
25
Conc kN/m3
kN/m3
18
Soil
fcu
(MPa)
25
fy
(MPa)
450
Design Parameters
1.5
SF Overt.
SF Slip
1.5
ULS DL Factor
1.4
ULS LL Factor
1.6
Pmax
(kPa)
100
0.5
Soil Poisson
0.9
DL Factor Ovt.
Seepage allowed
Active pressure applied on back of shear key for sliding
Theory
: Coulomb
Wall type : Cantilever
SEISMIC ANALYSIS SETTINGS:
Seismic Analysis ON/OFF:ON
Hor Accel. (g) 0.02
Vert Accel. (g) 0.01
Include LL's
Y
VALUES OF PRESSURE COEFFICIENTS:
Active Pressure coefficient Ka
Passive Pressure coefficient Kp
Seismic Active Pressure coefficient Kas
Seismic Passive Pressure coefficient Kps
Base frictional constant µ
:0.297
:6.105
:0.313
:5.934
:0.577
FORCES ACTING ON THE WALL AT SLS:
All forces/moments are per m
Description
Destabilizing forces:
Total Active pressure Pa
Siesmic component of Pa
As a result of surcharge w
As a result of Line Load L
Siesmic wall inertia
Stabilizing forces:
Passive pressure on base Pp
Siesmic component of Pp
Weight of the wall + base
Weight of soil on the base
UDL of 1.0 kPa
width
FORCES (kN ) and their LEVER ARMS (m )
F Horizontal
Lever arm F Vertical
Lever arm
left (+)
down (+)
23.826
1.195
0.874
6.270
0.886
1.040
1.800
1.500
1.742
0.745
-26.171
0.754
0.228
0.420
8.672
0.435
0.318
0.000
2.850
2.850
2.850
2.850
44.303
13.900
0.000
1.897
1.300
2.850
EQUILIBRIUM CALCULATIONS AT SLS
All forces/moments are per m
width
1.Moment Equilibrium
Point of rotation: bottom front corner of base.
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For Overturning moment Mo calculate as follows:
Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.)
For Stabilizing moment Mr calculate as follows:
Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.)
where l.a. = lever arm of each force.
Stabilizing moment Mr : 108.08 kNm
Destabilizing moment Mo : 12.05 kNm
Safety factor against overturning = Mr/Mo = 8.969
2.Force Equilibrium at SLS
Sum of Vertical forces Pv
Frictional resistance Pfric
Passive Pressure on shear key
Passive pressure on base
=> Total Horiz. resistance Fr
:
:
:
:
:
67.19
38.79
0.00
26.17
64.96
kN
kN
kN
kN
kN
Horizontal sliding force on wall Fhw :
Horizontal sliding force on shear key Fht :
=> Total Horizontal sliding force Fh :
31.86 kN
0.00 kN
31.86 kN
Safety factor against overall sliding = Fr/Fh = 2.039
FORCES ACTING ON THE WALL AT ULS:
All forces/moments are per m
Description
width
FORCES (kN ) and their LEVER ARMS (m )
F Horizontal
Lever arm F Vertical
Lever arm
left (+)
down (+)
Destabilizing forces:
Total Active pressure Pa
Siesmic component of Pa
As a result of surcharge w
As a result of Line Load L
Siesmic wall inertia
Stabilizing forces:
Passive pressure on base Pp
Siesmic component of Pp
Weight of the wall + base
Weight of soil on the base
UDL of 0.9 kPa
33.738
1.913
1.398
10.032
1.418
1.045
1.800
1.500
1.742
0.745
-23.554
0.678
0.228
0.420
12.141
0.696
0.509
0.000
2.850
2.850
2.850
2.850
39.872
12.510
0.000
1.897
1.300
2.850
EQUILIBRIUM CALCULATIONS AT ULS
All forces/moments are per m
width
1.Moment Equilibrium
Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows:
Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.)
For Stabilizing moment Mr calculate as follows:
Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.)
where l.a. = lever arm of each force.
Stabilizing moment Mr :
Destabilizing moment Mo :
97.27 kNm
19.84 kNm
Safety factor against overturning = Mr/Mo = 4.902
2.Force Equilibrium at ULS
Sum of Vertical forces Pv :
Frictional resistance Pfric :
Passive Pressure on shear key :
60.47 kN
34.91 kN
0.00 kN
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Passive pressure on base :
=> Total Horiz. resistance Fr :
Checked by
Date
23.55 kN
58.47 kN
Horizontal sliding force on wall Fhw :
Horizontal sliding force on shear key Fht :
=> Total Horizontal sliding force Fh :
46.59 kN
0.00 kN
46.59 kN
Safety factor against overall sliding = Fr/Fh = 1.255
SOIL PRESSURES UNDER BASE AT SLS
Maximum pressure : 23.78 kPa
Minimum pressure : 23.37 kPa
Maximum pressure occurs at right hand side of base
WALL MOMENTS (ULS) AND REINFORCEMENT TO ACI 318 - 2005
Position from
base top (m )
0.00
0.05
0.10
0.16
0.21
0.26
0.31
0.36
0.42
0.47
0.52
0.57
0.62
0.68
0.73
0.78
0.83
0.88
0.94
0.99
1.04
1.09
1.14
1.20
1.25
1.30
1.35
1.40
1.46
1.51
1.56
1.61
1.66
1.72
1.77
1.82
1.87
1.92
1.98
2.03
2.08
2.13
2.18
2.24
2.29
2.34
2.39
2.44
2.50
Moment
(kNm )
37.93
36.36
34.75
33.09
31.43
29.78
28.16
26.58
25.04
23.55
22.09
20.68
19.31
17.98
16.69
15.43
14.21
13.03
11.88
10.76
9.68
8.63
7.61
6.62
5.66
4.72
3.82
3.04
2.71
2.40
2.12
1.86
1.62
1.40
1.20
1.02
0.86
0.72
0.59
0.48
0.38
0.29
0.22
0.16
0.11
0.08
0.05
0.02
0.01
Front Reinforcing Back Reinforcing Nominal (0.13%)
(mm²/m )
(mm²/m )
(mm²/m )
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
537.07
514.86
491.93
468.56
445.03
421.63
398.65
376.28
354.52
333.38
312.82
292.85
273.44
254.58
236.27
218.49
201.22
184.45
168.17
152.37
137.04
122.15
107.71
93.68
80.07
66.86
54.04
43.07
38.36
34.01
29.99
26.29
22.90
19.80
16.99
14.45
12.16
10.13
8.32
6.73
5.35
4.16
3.15
2.30
1.62
1.07
0.65
0.35
0.15
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
325.00
PAGE 227
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2.55
2.60
0.00
0.00
Checked by
0.00
0.00
0.03
0.00
Date
325.00
325.00
BASE MOMENTS (ULS) AND REINFORCEMENT TO ACI 318 - 2005
Position from
left (m )
0.00
0.06
0.11
0.17
0.23
0.29
0.34
0.40
0.46
0.51
0.57
0.63
0.68
0.74
0.80
0.85
0.91
0.97
1.03
1.08
1.14
1.20
1.25
1.31
1.37
1.43
1.48
1.54
1.60
1.65
1.71
1.77
1.82
1.88
1.94
2.00
2.05
2.11
2.17
2.22
2.28
2.34
2.39
2.45
2.51
2.56
2.62
2.68
2.74
2.79
2.85
Moment
(kNm )
-0.00
-0.02
-0.08
-0.17
-0.31
-0.48
-0.70
-0.95
-1.24
-1.57
-1.94
-2.35
-2.79
-3.28
-3.80
-4.36
-4.96
-5.60
-6.28
-7.00
-7.75
-8.55
-9.38
-10.25
-11.17
-12.12
-13.10
-14.13
-15.20
-16.30
-17.45
-18.63
-19.85
-21.11
-22.41
-23.75
-25.12
-26.54
-27.99
-29.48
-31.02
-32.59
-34.19
-35.84
-37.53
-39.25
-41.02
-42.82
-44.66
-46.09
-0.50
Top Reinforcing
(mm²/m )
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Bot Reinforcing
(mm²/m )
0.00
0.15
0.61
1.38
2.45
3.83
5.52
7.52
9.82
12.42
15.34
18.56
22.09
25.92
30.06
34.51
39.26
44.32
49.69
55.37
61.35
67.64
74.23
81.13
88.34
95.86
103.68
111.81
120.24
128.98
138.03
147.39
157.05
167.02
177.29
187.88
198.77
209.96
221.46
233.27
245.39
257.81
270.54
283.58
296.92
310.57
324.53
338.79
353.36
0.00
0.00
Nominal (0.13%)
(mm²/m )
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
SHEAR CHECK AT WALL-BASE JUNCTION TO ACI 318 - 2005
Shear force at bottom of wall V = 38.0 kN
Shear stress at bottom of wall v = 0.20 MPa OK
Allowable shear stress vc = 0.49 MPa (based on Wall tensile reinf.)
PAGE 228
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Job Number
Sheet
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Client
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Checked by
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Sketch of Wall
Design code: ACI 318 - 2005
1.50
20.20kN/m
1.00
0.25
0.00°
30.00°
kh =0.02g
kv =0.01g
2.60
0.25
Kas=0.31
Kps=5.93
µ=0.58
V= 38.0kN
23.8kPa
v= 0.20MPa
vc= 0.49MPa
SFslip = 2.04
SFslip (ULS) = 1.26
SFovt = 8.97
SFovt (ULS) = 4.90
2.00
23.4kPa
Wall type: Cantilever
Theory: Coulomb
PAGE 229
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Sheet
Checked by
Date
Wall Bending Moments
Wall Moments
2.60
2.40
2.20
2.00
1.80
1.60
1.40
1.20
1.00
.800
.600
.400
.200
-.200
Bending moment (kNm)
Base Bending Moments
Base Moments
Moment max = -46.09kNm @ 2.72m
-5.00
-10.0
-15.0
-20.0
-25.0
-30.0
-35.0
-40.0
-45.0
Position (m)
PAGE 230
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Sheet
Checked by
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Wall Reinforcement
2.60
Wall Reinforcement
2.40
2.20
Nominal
2.00
1.80
1.60
1.40
Back
1.20
1.00
.800
.600 Front
.400
.200
Reinforcement (mm²/m)
Base Reinforcement
Base Reinforcement
500
Reinf. max = 353.4mm²/m @ 2.71m
Nominal
450
400
350
300
250
200
150
100
Nominal
50.0
Top
Position (m)
PAGE 231
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Schematic Reinforcement
Y10@200 (Hor)
Y10@200 (Hor)
Y12@200 (NF)
Y10@200 (FF)
1-R10/m2 clips
1-R10/m2 clips
Y10@200 starters
FRONT
Y12@200 starters
Y12@200 (T1)
Y12@200 (B1)
Y12@200 (T2)
Y12@200 (B2)
SECTION
PAGE 232
237
6) ④VALVE CHAMBER
TOP SLAB (L3.95m×W3.45m)
238
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Rectangular Slab Panel Design :
C04
Input Data
Lx
(m)
Ly
(m)
Slab depth (mm)
deff X-dir (mm)
deff Y-dir (mm)
Poisson's ratio
fcu
(MPa)
fy
(MPa)
Density (kN/m3)
Self weight LF
- time factor
(ACI318 :9.5.2.5)
3.95
3.45
250
200
220
0.2
25
420
24
1.4
2
Load Cases
Unfactored Loads Unfactored Point Loads
x
y
LC Load UDL
P
m
m
No. fact kN/m²
kN
1
1.4
0.3
1.6
20
L
kN/m
Unfactored Line Loads
x1
y1
x2
m
m
m
y2
m
Sketch of slab
BS8110 - 1997
Y
Lx=3.95
X
Total UDL =
40.820 kN/m²
(Incl self Wt)
Load Case 1 (factored)
PAGE 233
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Output
Wood-Armer Moments and reinforcement for each load case:
Wood-Armer moments were calculated using the 'Wood & Armer' theory.
LOAD CASE 1
Position
X (m) Y(m)
0.00
0.33
0.66
0.99
1.32
1.65
1.98
2.30
2.63
2.96
3.29
3.62
3.95
0.00
0.66
1.32
1.98
2.63
3.29
3.95
0.00
0.33
0.66
0.99
1.32
1.65
1.98
2.30
2.63
2.96
3.29
3.62
3.95
0.00
0.66
1.32
1.98
2.63
3.29
3.95
0.00
0.33
0.66
0.99
1.32
1.65
1.98
2.30
2.63
2.96
3.29
3.62
3.95
0.00
0.66
1.32
1.98
2.63
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.29
0.29
0.29
0.29
0.29
0.29
0.29
0.58
0.58
0.58
0.58
0.58
0.58
0.58
0.58
0.58
0.58
0.58
0.58
0.58
0.86
0.86
0.86
0.86
0.86
0.86
0.86
1.15
1.15
1.15
1.15
1.15
1.15
1.15
1.15
1.15
1.15
1.15
1.15
1.15
1.44
1.44
1.44
1.44
1.44
Wood-Armer Moments
(kNm/m)
Top
Bottom
X
Y
X
Y
5.3
14.9
20.3
12.1
7.9
3.9
0.0
3.9
7.9
12.1
20.3
14.9
5.3
14.0
11.7
1.2
0.0
1.2
11.7
14.0
20.0
11.1
3.5
-0.0
0.0
0.0
0.0
0.0
0.0
-0.0
3.5
11.1
20.0
12.7
0.0
0.0
0.0
0.0
0.0
12.7
7.4
0.3
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.3
7.4
3.1
0.0
0.0
0.0
0.0
6.8
14.3
19.4
12.3
7.1
3.0
0.0
3.0
7.1
12.3
19.4
14.3
6.8
15.5
10.2
-0.0
0.0
-0.0
10.2
15.5
20.3
11.2
2.3
-0.0
0.0
0.0
0.0
0.0
0.0
-0.0
2.3
11.2
20.3
12.5
0.0
0.0
0.0
0.0
0.0
12.5
8.4
1.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.0
8.4
4.0
0.0
0.0
0.0
0.0
26.2
20.4
15.9
13.3
9.0
4.3
0.2
4.3
9.0
13.3
15.9
20.4
26.2
22.0
19.6
14.0
6.1
14.0
19.6
22.0
17.0
20.8
23.7
20.8
18.9
15.5
12.1
15.5
18.9
20.8
23.7
20.8
17.0
13.6
23.0
20.9
16.0
20.9
23.0
13.6
10.6
16.4
22.0
22.4
23.0
21.4
19.8
21.4
23.0
22.4
22.0
16.4
10.6
5.6
19.1
22.2
21.2
22.2
24.7
21.0
16.8
13.2
9.7
5.1
0.7
5.1
9.7
13.2
16.8
21.0
24.7
20.4
21.1
16.7
9.4
16.7
21.1
20.4
16.7
20.7
24.8
24.1
23.4
20.6
17.8
20.6
23.4
24.1
24.8
20.7
16.7
13.8
23.0
25.1
21.7
25.1
23.0
13.8
9.7
15.8
21.8
24.3
26.9
26.2
25.6
26.2
26.9
24.3
21.8
15.8
9.7
4.7
18.5
25.7
26.7
25.7
X
77
214
292
174
113
56
0
56
113
174
292
214
77
202
169
18
0
18
169
202
289
160
50
0
0
0
0
0
0
0
50
160
289
182
0
0
0
0
0
182
107
5
0
0
0
0
0
0
0
0
0
5
107
45
0
0
0
0
Reinforcement (mm²/m)
Top
Bottom
Y
X
Y
90
187
254
161
93
40
0
40
93
161
254
187
90
203
134
0
0
0
134
203
266
146
30
0
0
0
0
0
0
0
30
146
266
163
0
0
0
0
0
163
110
13
0
0
0
0
0
0
0
0
0
13
110
53
0
0
0
0
377
295
229
192
129
62
2
62
129
192
229
295
377
317
282
202
88
202
282
317
245
300
341
300
272
223
174
223
272
300
341
300
245
196
331
301
230
301
331
196
153
237
317
324
332
308
286
308
332
324
317
237
153
81
276
319
306
319
323
276
221
172
127
67
9
67
127
172
221
276
323
268
277
218
123
218
277
268
219
272
325
316
306
270
234
270
306
316
325
272
219
181
302
329
284
329
302
181
127
207
285
319
353
344
336
344
353
319
285
207
127
62
242
337
349
337
PAGE 234
240
Job Number
Sheet
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Client
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3.29
3.95
0.00
0.33
0.66
0.99
1.32
1.65
1.98
2.30
2.63
2.96
3.29
3.62
3.95
0.00
0.66
1.32
1.98
2.63
3.29
3.95
0.00
0.33
0.66
0.99
1.32
1.65
1.98
2.30
2.63
2.96
3.29
3.62
3.95
0.00
0.66
1.32
1.98
2.63
3.29
3.95
0.00
0.33
0.66
0.99
1.32
1.65
1.98
2.30
2.63
2.96
3.29
3.62
3.95
0.00
0.66
1.32
1.98
2.63
3.29
3.95
0.00
0.33
0.66
0.99
1.32
1.65
1.98
1.44
1.44
1.73
1.73
1.73
1.73
1.73
1.73
1.73
1.73
1.73
1.73
1.73
1.73
1.73
2.01
2.01
2.01
2.01
2.01
2.01
2.01
2.30
2.30
2.30
2.30
2.30
2.30
2.30
2.30
2.30
2.30
2.30
2.30
2.30
2.59
2.59
2.59
2.59
2.59
2.59
2.59
2.88
2.88
2.88
2.88
2.88
2.88
2.88
2.88
2.88
2.88
2.88
2.88
2.88
3.16
3.16
3.16
3.16
3.16
3.16
3.16
3.45
3.45
3.45
3.45
3.45
3.45
3.45
0.0
3.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
3.1
0.0
0.0
0.0
0.0
0.0
3.1
7.4
0.3
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.3
7.4
12.7
0.0
0.0
0.0
0.0
0.0
12.7
20.0
11.1
3.5
-0.0
0.0
0.0
0.0
0.0
0.0
-0.0
3.5
11.1
20.0
14.0
11.7
1.2
0.0
1.2
11.7
14.0
5.3
14.9
20.3
12.1
7.9
3.9
0.0
0.0
4.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
4.0
0.0
0.0
0.0
0.0
0.0
4.0
8.4
1.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.0
8.4
12.5
0.0
0.0
0.0
0.0
0.0
12.5
20.3
11.2
2.3
-0.0
0.0
0.0
0.0
0.0
0.0
-0.0
2.3
11.2
20.3
15.5
10.2
-0.0
0.0
-0.0
10.2
15.5
6.8
14.3
19.4
12.3
7.1
3.0
0.0
Checked by
19.1
5.6
0.9
8.7
16.2
18.6
21.4
21.9
22.5
21.9
21.4
18.6
16.2
8.7
0.9
5.6
19.1
22.2
21.2
22.2
19.1
5.6
10.6
16.4
22.0
22.4
23.0
21.4
19.8
21.4
23.0
22.4
22.0
16.4
10.6
13.6
23.0
20.9
16.0
20.9
23.0
13.6
17.0
20.8
23.7
20.8
18.9
15.5
12.1
15.5
18.9
20.8
23.7
20.8
17.0
22.0
19.6
14.0
6.1
14.0
19.6
22.0
26.2
20.4
15.9
13.3
9.0
4.3
0.2
18.5
4.7
0.3
7.7
15.2
19.9
24.6
26.3
27.8
26.3
24.6
19.9
15.2
7.7
0.3
4.7
18.5
25.7
26.7
25.7
18.5
4.7
9.7
15.8
21.8
24.3
26.9
26.2
25.6
26.2
26.9
24.3
21.8
15.8
9.7
13.8
23.0
25.1
21.7
25.1
23.0
13.8
16.7
20.7
24.8
24.1
23.4
20.6
17.8
20.6
23.4
24.1
24.8
20.7
16.7
20.4
21.1
16.7
9.4
16.7
21.1
20.4
24.7
21.0
16.8
13.2
9.7
5.1
0.7
0
45
0
0
0
0
0
0
0
0
0
0
0
0
0
45
0
0
0
0
0
45
107
5
0
0
0
0
0
0
0
0
0
5
107
182
0
0
0
0
0
182
289
160
50
0
0
0
0
0
0
0
50
160
289
202
169
18
0
18
169
202
77
214
292
174
113
56
0
Date
0
53
0
0
0
0
0
0
0
0
0
0
0
0
0
53
0
0
0
0
0
53
110
13
0
0
0
0
0
0
0
0
0
13
110
163
0
0
0
0
0
163
266
146
30
0
0
0
0
0
0
0
30
146
266
203
134
0
0
0
134
203
90
187
254
161
93
40
0
276
81
13
126
233
269
308
315
325
315
308
269
233
126
13
81
276
319
306
319
276
81
153
237
317
324
332
308
286
308
332
324
317
237
153
196
331
301
230
301
331
196
245
300
341
300
272
223
174
223
272
300
341
300
245
317
282
202
88
202
282
317
377
295
229
192
129
62
2
242
62
3
101
199
261
323
344
365
344
323
261
199
101
3
62
242
337
349
337
242
62
127
207
285
319
353
344
336
344
353
319
285
207
127
181
302
329
284
329
302
181
219
272
325
316
306
270
234
270
306
316
325
272
219
268
277
218
123
218
277
268
323
276
221
172
127
67
9
PAGE 235
241
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2.30
2.63
2.96
3.29
3.62
3.95
3.45
3.45
3.45
3.45
3.45
3.45
3.9
7.9
12.1
20.3
14.9
5.3
3.0
7.1
12.3
19.4
14.3
6.8
Checked by
4.3
9.0
13.3
15.9
20.4
26.2
5.1
9.7
13.2
16.8
21.0
24.7
56
113
174
292
214
77
Date
40
93
161
254
187
90
62
129
192
229
295
377
67
127
172
221
276
323
Wood-Armer Moments:
BS8110 - 1997
Top:LC 1 (kNm/m)
Max value:20.3 at X:3.3 Y:3.5
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Sheet
Checked by
Date
Wood-Armer Moments:
BS8110 - 1997
Top:LC 1 (kNm/m)
Max value:20.3 at X:4.0 Y:2.9
Wood-Armer Moments:
BS8110 - 1997
Bot:LC 1 (kNm/m)
Max value:26.2 at X:4.0 Y:3.5
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Sheet
Checked by
Date
Wood-Armer Moments:
BS8110 - 1997
Bot:LC 1 (kNm/m)
Max value:27.8 at X:2.0 Y:1.7
Reinforcement:
BS8110 - 1997
Top:LC 1 (mm²/m)
Max value:292.4 at X:3.3 Y:3.5
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Sheet
Checked by
Date
Reinforcement:
BS8110 - 1997
Top:LC 1 (mm²/m)
Max value:265.7 at X:4.0 Y:2.9
Reinforcement:
BS8110 - 1997
Bot:LC 1 (mm²/m)
Max value:377.1 at X:4.0 Y:3.5
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Sheet
Checked by
Date
Reinforcement:
BS8110 - 1997
Bot:LC 1 (mm²/m)
Max value:364.9 at X:2.0 Y:1.7
Rebar Excess:
Rebar Excess Top (mm²/m)
Note:Default reinforcement should be checked
and adjusted for suitability and layout.
21Y10-C-200 (T1) (Bar 1)
21Y10-F-200 (B1) (Bar 1)
21Y10-D-200 (T1) (Bar 1)
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Sheet
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Date
Rebar Excess:
Rebar Excess Top (mm²/m)
Note:Default reinforcement should be checked
and adjusted for suitability and layout.
21Y10-C-200 (T1) (Bar 1)
21Y10-F-200 (B1) (Bar 1)
21Y10-D-200 (T1) (Bar 1)
Rebar Excess:
Rebar Excess Bot (mm²/m)
Note:Default reinforcement should be checked
and adjusted for suitability and layout.
21Y10-C-200 (T1) (Bar 1)
21Y10-F-200 (B1) (Bar 1)
21Y10-D-200 (T1) (Bar 1)
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Date
Rebar Excess:
Rebar Excess Bot (mm²/m)
Note:Default reinforcement should be checked
and adjusted for suitability and layout.
21Y10-C-200 (T1) (Bar 1)
21Y10-F-200 (B1) (Bar 1)
21Y10-D-200 (T1) (Bar 1)
PAGE 242
248
6) ④VALVE CHAMBER
WALL (H3.0m)
249
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Retaining Wall Design : Ver W2.4.01 - 01 Apr 2008
Title : Cantilever wall example
C14
Input Data
H1
H2
H3
Hw
Hr
B
D
(m)
(m)
(m)
(m)
(m)
(m)
(m)
Wall Dimensions
3 C
(m)
0 F
(m)
0 xf
(m)
0 At
(m)
0.36 Ab
(m)
3.45 Cov wall
mm
0 Cov base mm
0.6
0
2
.4
.4
50
50
Unfactored Live Loads
W
(kN/m²)
1
P
(kN)
0
xp
(m)
0
L
(kN/m)
20
xl
(m)
2
Lh
(kN/m)
x
(m)
0
General Parameters
(°)
30
Soil frict
(°)
0
Fill slope
(°)
20
Wall frict
25
Conc kN/m3
kN/m3
18
Soil
fcu
(MPa)
25
fy
(MPa)
420
Design Parameters
1.5
SF Overt.
SF Slip
1.5
ULS DL Factor
1.4
ULS LL Factor
1.6
Pmax
(kPa)
100
0.5
Soil Poisson
0.9
DL Factor Ovt.
Seepage allowed
Active pressure applied on back of shear key for sliding
Theory
: Coulomb
Wall type : Cantilever
SEISMIC ANALYSIS SETTINGS:
Seismic Analysis ON/OFF:ON
Hor Accel. (g) 0.02
Vert Accel. (g) 0.01
Include LL's
Y
VALUES OF PRESSURE COEFFICIENTS:
Active Pressure coefficient Ka
Passive Pressure coefficient Kp
Seismic Active Pressure coefficient Kas
Seismic Passive Pressure coefficient Kps
Base frictional constant µ
:0.297
:6.105
:0.313
:5.934
:0.577
FORCES ACTING ON THE WALL AT SLS:
All forces/moments are per m
Description
Destabilizing forces:
Total Active pressure Pa
Siesmic component of Pa
As a result of surcharge w
As a result of Line Load L
Siesmic wall inertia
Stabilizing forces:
Passive pressure on base Pp
Siesmic component of Pp
Weight of the wall + base
Weight of soil on the base
UDL of 1.0 kPa
width
FORCES (kN ) and their LEVER ARMS (m )
F Horizontal
Lever arm F Vertical
Lever arm
left (+)
down (+)
23.826
1.195
0.874
4.721
1.619
1.040
1.800
1.500
1.686
0.740
-0.000
-0.000
0.000
0.000
8.672
0.435
0.318
0.000
3.850
3.850
3.850
3.850
80.933
0.000
0.000
2.431
0.000
3.850
EQUILIBRIUM CALCULATIONS AT SLS
All forces/moments are per m
width
1.Moment Equilibrium
Point of rotation: bottom front corner of base.
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For Overturning moment Mo calculate as follows:
Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.)
For Stabilizing moment Mr calculate as follows:
Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.)
where l.a. = lever arm of each force.
Stabilizing moment Mr : 196.78 kNm
Destabilizing moment Mo :
0.64 kNm
Safety factor against overturning = Mr/Mo = 308.282
2.Force Equilibrium at SLS
Sum of Vertical forces Pv
Frictional resistance Pfric
Passive Pressure on shear key
Passive pressure on base
=> Total Horiz. resistance Fr
:
:
:
:
:
89.92
51.92
0.00
0.00
51.92
kN
kN
kN
kN
kN
Horizontal sliding force on wall Fhw :
Horizontal sliding force on shear key Fht :
=> Total Horizontal sliding force Fh :
31.04 kN
0.00 kN
31.04 kN
Safety factor against overall sliding = Fr/Fh = 1.673
FORCES ACTING ON THE WALL AT ULS:
All forces/moments are per m
Description
width
FORCES (kN ) and their LEVER ARMS (m )
F Horizontal
Lever arm F Vertical
Lever arm
left (+)
down (+)
Destabilizing forces:
Total Active pressure Pa
Siesmic component of Pa
As a result of surcharge w
As a result of Line Load L
Siesmic wall inertia
Stabilizing forces:
Passive pressure on base Pp
Siesmic component of Pp
Weight of the wall + base
Weight of soil on the base
UDL of 0.9 kPa
33.738
1.913
1.398
7.553
2.590
1.045
1.800
1.500
1.686
0.740
-0.000
-0.000
0.000
0.000
12.141
0.696
0.509
0.000
3.850
3.850
3.850
3.850
72.839
0.000
0.000
2.431
0.000
3.850
EQUILIBRIUM CALCULATIONS AT ULS
All forces/moments are per m
width
1.Moment Equilibrium
Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows:
Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.)
For Stabilizing moment Mr calculate as follows:
Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.)
where l.a. = lever arm of each force.
Stabilizing moment Mr : 177.10 kNm
Destabilizing moment Mo :
3.32 kNm
Safety factor against overturning = Mr/Mo = 53.408
2.Force Equilibrium at ULS
Sum of Vertical forces Pv :
Frictional resistance Pfric :
Passive Pressure on shear key :
80.93 kN
46.72 kN
0.00 kN
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Passive pressure on base :
=> Total Horiz. resistance Fr :
Checked by
Date
0.00 kN
46.72 kN
Horizontal sliding force on wall Fhw :
Horizontal sliding force on shear key Fht :
=> Total Horizontal sliding force Fh :
45.28 kN
0.00 kN
45.28 kN
Safety factor against overall sliding = Fr/Fh = 1.032
SOIL PRESSURES UNDER BASE AT SLS
Maximum pressure : 32.68 kPa
Minimum pressure : 14.03 kPa
Maximum pressure occurs at right hand side of base
WALL MOMENTS (ULS) AND REINFORCEMENT TO ACI 318 - 2005
Position from
base top (m )
0.00
0.05
0.10
0.14
0.19
0.24
0.29
0.34
0.38
0.43
0.48
0.53
0.58
0.62
0.67
0.72
0.77
0.82
0.86
0.91
0.96
1.01
1.06
1.10
1.15
1.20
1.25
1.30
1.34
1.39
1.44
1.49
1.54
1.58
1.63
1.68
1.73
1.78
1.82
1.87
1.92
1.97
2.02
2.06
2.11
2.16
2.21
2.26
2.30
Moment
(kNm )
28.15
26.74
25.36
24.02
22.72
21.45
20.22
19.02
17.85
16.72
15.62
14.56
13.52
12.52
11.54
10.60
9.68
8.79
7.93
7.09
6.28
5.50
4.74
4.00
3.42
3.09
2.78
2.49
2.22
1.98
1.75
1.53
1.34
1.16
1.00
0.85
0.72
0.60
0.50
0.40
0.32
0.25
0.19
0.14
0.10
0.07
0.04
0.02
0.01
Front Reinforcing Back Reinforcing Nominal (0.13%)
(mm²/m )
(mm²/m )
(mm²/m )
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
238.67
226.66
214.98
203.62
192.56
181.82
171.37
161.21
151.35
141.76
132.45
123.41
114.64
106.12
97.86
89.84
82.07
74.53
67.22
60.13
53.26
46.59
40.14
33.88
28.99
26.19
23.57
21.13
18.86
16.75
14.80
13.00
11.35
9.84
8.47
7.22
6.10
5.09
4.20
3.41
2.72
2.12
1.61
1.19
0.84
0.56
0.34
0.18
0.08
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
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2.35
2.40
0.00
0.00
Checked by
0.00
0.00
0.02
0.00
Date
520.00
520.00
BASE MOMENTS (ULS) AND REINFORCEMENT TO ACI 318 - 2005
Position from
left (m )
0.00
0.08
0.15
0.23
0.31
0.39
0.46
0.54
0.62
0.69
0.77
0.85
0.92
1.00
1.08
1.16
1.23
1.31
1.39
1.46
1.54
1.62
1.69
1.77
1.85
1.93
2.00
2.08
2.16
2.23
2.31
2.39
2.46
2.54
2.62
2.70
2.77
2.85
2.93
3.00
3.08
3.16
3.23
3.31
3.39
3.46
3.54
3.62
3.70
3.77
3.85
Moment
(kNm )
-0.00
-0.02
-0.09
-0.19
-0.34
-0.53
-0.77
-1.05
-1.37
-1.73
-2.14
-2.59
-3.08
-3.61
-4.19
-4.81
-5.47
-6.18
-6.92
-7.71
-8.55
-9.42
-10.34
-11.30
-12.31
-13.36
-14.45
-15.58
-16.75
-17.97
-19.23
-20.54
-21.88
-23.27
-24.70
-26.18
-27.69
-29.25
-30.86
-32.50
-34.19
-35.92
-37.70
-39.51
-41.37
-43.27
-45.22
-47.20
-49.23
-49.96
-0.96
Top Reinforcing
(mm²/m )
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Bot Reinforcing
(mm²/m )
0.00
0.11
0.46
1.03
1.82
2.85
4.11
5.59
7.30
9.24
11.41
13.80
16.42
19.28
22.36
25.66
29.20
32.96
36.95
41.17
45.62
50.30
55.20
60.34
65.70
71.29
77.10
83.15
89.42
95.92
102.65
109.61
116.79
124.21
131.85
139.72
147.82
156.14
164.70
173.48
182.49
191.73
201.20
210.89
220.81
230.96
241.34
251.95
262.79
0.00
0.00
Nominal (0.13%)
(mm²/m )
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
SHEAR CHECK AT WALL-BASE JUNCTION TO ACI 318 - 2005
Shear force at bottom of wall V = 32.9 kN
Shear stress at bottom of wall v = 0.10 MPa OK
Allowable shear stress vc = 0.35 MPa (based on Wall tensile reinf.)
PAGE 246
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Date
Sketch of Wall
Design code: ACI 318 - 2005
2.00
20.00kN/m
0.99
0.40
0.00°
30.00°
kh =0.02g
kv =0.01g
3.45
0.40
Kas=0.31
Kps=5.93
µ=0.58
V= 32.9kN
v= 0.10MPa
32.7kPa
vc= 0.35MPa
SFslip = 1.67
SFslip (ULS) = 1.03
SFovt = 308.28
SFovt (ULS) = 53.41
2.00
14.0kPa
Wall type: Cantilever
Theory: Coulomb
Wall Bending Moments
Wall Moments
2.40
2.20
2.00
1.80
1.60
1.40
1.20
1.00
.800
.600
.400
.200
-.200
-.400
Bending moment (kNm)
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Base Bending Moments
Base Moments
Moment max = -49.96kNm @ 3.65m
-5.00
-10.0
-15.0
-20.0
-25.0
-30.0
-35.0
-40.0
-45.0
-50.0
Position (m)
Wall Reinforcement
Wall Reinforcement
2.40
2.20
2.00
Nominal
1.80
1.60
1.40
1.20
Back
1.00
.800
.600
Front
.400
.200
Reinforcement (mm²/m)
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Base Reinforcement
Base Reinforcement
Reinf. max = 262.8mm²/m @ 3.63m
Nominal
750
700
650
600
550
500
450
400
350
300
250
200
150
100
50.0
Top
Position (m)
Schematic Reinforcement
Y12@200 (Hor)
Y12@200 (Hor)
Y12@200 (NF)
Y12@200 (FF)
1-R10/m2 clips
1-R10/m2 clips
Y12@200 starters
Y12@200 starters
FRONT
Y16@250 (T1)
Y16@250 (B1)
Y16@250 (T2)
Y16@250 (B2)
SECTION
PAGE 249
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Job Number
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Date
Retaining Wall Design : Ver W2.4.01 - 01 Apr 2008
Title : Reservoir wall example
C14
Input Data
H1
H2
H3
Hw
Hr
B
D
(m)
(m)
(m)
(m)
(m)
(m)
(m)
Wall Dimensions
3 C
(m)
0.67 F
(m)
2.6 xf
(m)
2.6 At
(m)
0.36 Ab
(m)
Cov wall
mm
3.45 Cov base mm
Unfactored Live Loads
.6 W
(kN/m²)
P
(kN)
xp
(m)
.4 L
(kN/m)
.4 xl
(m)
50 Lh
(kN/m)
50 x
(m)
General Parameters
(°)
30
Soil frict
(°)
Fill slope
(°)
Wall frict
25
Conc kN/m3
kN/m3
18
Soil
fcu
(MPa)
25
fy
(MPa)
450
Design Parameters
1.5
SF Overt.
SF Slip
1.5
ULS DL Factor
1.4
ULS LL Factor
1.6
Pmax
(kPa)
100
0.5
Soil Poisson
0.9
DL Factor Ovt.
Seepage not allowed
Active pressure applied on back of shear key for sliding
Theory
: Coulomb
Wall type : Cantilever
SEISMIC ANALYSIS SETTINGS:
Seismic Analysis ON/OFF:OFF
Hor Accel. (g)
Vert Accel. (g)
Include LL's
VALUES OF PRESSURE COEFFICIENTS:
Active Pressure coefficient Ka :0.333
Passive Pressure coefficient Kp :3.000
Base frictional constant µ :0.577
FORCES ACTING ON THE WALL AT SLS:
All forces/moments are per m
Description
Destabilizing forces:
Total Active pressure Pa
Triangular W-table press Pw
W-table pr below free water
Free water pressure Pwf
Hydrostatic pressure on bot
of base: uniform portion
Hydrostatic pressure on bot
of base: triangular portion
Stabilizing forces:
Passive pressure on base Pp
Weight of the wall + base
Weight of soil on the base
Hydrostatic pressure on top
of rear portion of base
Hydrostatic pressure on top
of front portion of base
width
FORCES (kN ) and their LEVER ARMS (m )
F Horizontal
Lever arm F Vertical
Lever arm
left (+)
down (+)
0.480
0.523
8.633
23.740
-12.120
0.133
0.133
0.200
1.133
0.000
0.000
0.000
0.000
0.000
0.400
0.400
0.400
0.400
1.925
0.000
2.567
81.750
-5.651
67.689
1.419
2.125
2.125
0.000
0.000
0.223
EQUILIBRIUM CALCULATIONS AT SLS
All forces/moments are per m
width
1.Moment Equilibrium
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Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows:
Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.)
For Stabilizing moment Mr calculate as follows:
Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.)
where l.a. = lever arm of each force.
Stabilizing moment Mr : 250.51 kNm
Destabilizing moment Mo : 28.77 kNm
Safety factor against overturning = Mr/Mo = 8.708
2.Force Equilibrium at SLS
Sum of Vertical forces Pv
Frictional resistance Pfric
Passive Pressure on shear key
Passive pressure on base
=> Total Horiz. resistance Fr
: 143.79 kN
: 83.02 kN
:
0.00 kN
: 12.12 kN
: 95.14 kN
Horizontal sliding force on wall Fhw :
Horizontal sliding force on shear key Fht :
=> Total Horizontal sliding force Fh :
33.38 kN
0.00 kN
33.38 kN
Safety factor against overall sliding = Fr/Fh = 2.850
FORCES ACTING ON THE WALL AT ULS:
All forces/moments are per m
Description
Destabilizing forces:
Total Active pressure Pa
Triangular W-table press Pw
W-table pr below free water
Free water pressure Pwf
Hydrostatic pressure on bot
of base: uniform portion
Hydrostatic pressure on bot
of base: triangular portion
Stabilizing forces:
Passive pressure on base Pp
Weight of the wall + base
Weight of soil on the base
Hydrostatic pressure on top
of rear portion of base
Hydrostatic pressure on top
of front portion of base
width
FORCES (kN ) and their LEVER ARMS (m )
F Horizontal
Lever arm F Vertical
Lever arm
left (+)
down (+)
0.672
0.732
12.086
33.236
-10.908
0.133
0.133
0.200
1.133
0.000
0.000
0.000
0.000
0.000
0.400
0.400
0.400
0.400
1.925
0.000
2.567
73.575
-5.086
60.920
1.419
2.125
2.125
0.000
0.000
0.223
EQUILIBRIUM CALCULATIONS AT ULS
All forces/moments are per m
width
1.Moment Equilibrium
Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows:
Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.)
For Stabilizing moment Mr calculate as follows:
Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.)
where l.a. = lever arm of each force.
Stabilizing moment Mr : 225.46 kNm
Destabilizing moment Mo : 40.27 kNm
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Safety factor against overturning = Mr/Mo = 5.598
2.Force Equilibrium at ULS
Sum of Vertical forces Pv
Frictional resistance Pfric
Passive Pressure on shear key
Passive pressure on base
=> Total Horiz. resistance Fr
: 129.41 kN
: 74.71 kN
:
0.00 kN
: 10.91 kN
: 85.62 kN
Horizontal sliding force on wall Fhw :
Horizontal sliding force on shear key Fht :
=> Total Horizontal sliding force Fh :
46.73 kN
0.00 kN
46.73 kN
Safety factor against overall sliding = Fr/Fh = 1.832
SOIL PRESSURES UNDER BASE AT SLS
Maximum pressure : 59.63 kPa
Minimum pressure : 15.06 kPa
Maximum pressure occurs at left hand side of base
WALL MOMENTS (ULS) AND REINFORCEMENT TO ACI 318 - 2005
Position from
base top (m )
0.00
0.05
0.10
0.14
0.19
0.24
0.29
0.34
0.38
0.43
0.48
0.53
0.58
0.62
0.67
0.72
0.77
0.82
0.86
0.91
0.96
1.01
1.06
1.10
1.15
1.20
1.25
1.30
1.34
1.39
1.44
1.49
1.54
1.58
1.63
1.68
1.73
1.78
1.82
1.87
1.92
Moment
(kNm )
18.60
17.29
16.05
14.87
13.74
12.68
11.67
10.71
9.81
8.96
8.17
7.42
6.71
6.06
5.45
4.88
4.35
3.86
3.41
2.99
2.62
2.27
1.96
1.67
1.42
1.19
0.99
0.81
0.66
0.52
0.41
0.31
0.23
0.17
0.12
0.08
0.05
0.03
0.01
0.00
0.00
Front Reinforcing Back Reinforcing Nominal (0.13%)
(mm²/m )
(mm²/m )
(mm²/m )
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
147.14
136.82
126.98
117.61
108.72
100.29
92.31
84.76
77.63
70.92
64.60
58.67
53.12
47.93
43.08
38.58
34.40
30.53
26.97
23.69
20.69
17.96
15.48
13.23
11.22
9.42
7.82
6.42
5.19
4.13
3.23
2.47
1.84
1.32
0.92
0.60
0.37
0.21
0.10
0.04
0.01
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
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1.97
2.02
2.06
2.11
2.16
2.21
2.26
2.30
2.35
2.40
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Checked by
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Date
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
520.00
BASE MOMENTS (ULS) AND REINFORCEMENT TO ACI 318 - 2005
Position from
left (m )
0.00
0.08
0.15
0.23
0.31
0.39
0.46
0.54
0.62
0.69
0.77
0.85
0.92
1.00
1.08
1.16
1.23
1.31
1.39
1.46
1.54
1.62
1.69
1.77
1.85
1.93
2.00
2.08
2.16
2.23
2.31
2.39
2.46
2.54
2.62
2.70
2.77
2.85
2.93
3.00
3.08
3.16
3.23
3.31
3.39
3.46
3.54
3.62
3.70
3.77
3.85
Moment
(kNm )
-0.00
-0.17
-0.70
-1.23
35.79
33.82
32.40
31.00
29.64
28.31
27.01
25.74
24.50
23.29
22.11
20.96
19.84
18.75
17.70
16.67
15.68
14.71
13.78
12.88
12.00
11.16
10.35
9.57
8.82
8.10
7.41
6.75
6.12
5.53
4.96
4.42
3.92
3.44
3.00
2.59
2.20
1.85
1.53
1.24
0.98
0.75
0.55
0.38
0.24
0.14
0.06
Top Reinforcing
(mm²/m )
0.00
0.00
0.00
0.00
0.00
0.00
0.00
154.44
147.66
141.02
134.54
128.21
122.03
116.00
110.13
104.41
98.84
93.43
88.17
83.06
78.10
73.29
68.64
64.14
59.79
55.60
51.56
47.67
43.93
40.35
36.91
33.63
30.51
27.53
24.71
22.04
19.52
17.16
14.95
12.89
10.98
9.23
7.63
6.18
4.88
3.74
2.75
1.91
1.22
0.69
0.31
Bot Reinforcing
(mm²/m )
0.00
0.87
3.49
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Nominal (0.13%)
(mm²/m )
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
780.00
SHEAR CHECK AT WALL-BASE JUNCTION TO ACI 318 - 2005
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Shear force at bottom of wall V = 33.1 kN
Shear stress at bottom of wall v = 0.10 MPa OK
Allowable shear stress vc = 0.35 MPa (based on Wall tensile reinf.)
Sketch of Wall
Design code: ACI 318 - 2005
0.40
0.40
3.45
0.00°
59.6kPa
Wall type: Cantilever
Theory: Coulomb
Ka=0.33
Kp=3.00
µ=0.58
15.1kPa
V= 33.1kN
v= 0.10MPa
SFslip = 2.85
vc= 0.35MPa
SFslip (ULS) = 1.83
SFovt = 8.71
SFovt (ULS) = 5.60
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Wall Bending Moments
Wall Moments
2.40
2.20
2.00
1.80
1.60
1.40
1.20
1.00
.800
.600
.400
.200
-.200
-.400
Bending moment (kNm)
Base Bending Moments
Base Moments
Moment max = 35.79kNm @ .201m
35.0
30.0
25.0
20.0
15.0
10.0
5.00
Position (m)
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Wall Reinforcement
Wall Reinforcement
2.40
2.20
2.00
Nominal
1.80
1.60
1.40
1.20 Back
1.00
.800
.600
Front
.400
.200
Reinforcement (mm²/m)
Base Reinforcement
Base Reinforcement
Reinf. max = 154.4mm²/m @ .453m
Nominal
750
700
650
600
550
500
450
400
350
300
250
200
150
100
50.0
Top
Top
Position (m)
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Schematic Reinforcement
Y12@200 (Hor)
Y12@200 (Hor)
Y12@200 (NF)
Y12@200 (FF)
1-R10/m2 clips
1-R10/m2 clips
Y12@200 starters
Y12@200 starters
FRONT
Y16@250 (T1)
Y16@250 (B1)
Y16@250 (T2)
Y16@250 (B2)
SECTION
PAGE 257
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7) ⑤VALVE CHAMBER
TOP SLAB (L4.25m×W3.55m)
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Rectangular Slab Panel Design :
C04
Input Data
Lx
(m)
Ly
(m)
Slab depth (mm)
deff X-dir (mm)
deff Y-dir (mm)
Poisson's ratio
fcu
(MPa)
fy
(MPa)
Density (kN/m3)
Self weight LF
- time factor
(ACI318 :9.5.2.5)
3.55
4.25
250
200
220
0.2
25
420
24
1.4
2
Load Cases
Unfactored Loads Unfactored Point Loads
x
y
LC Load UDL
P
m
m
No. fact kN/m²
kN
1
1.4
0.3
1.6
20
L
kN/m
Unfactored Line Loads
x1
y1
x2
m
m
m
y2
m
Sketch of slab
BS8110 - 1997
Y
Lx=3.55
X
Total UDL =
40.820 kN/m²
(Incl self Wt)
Load Case 1 (factored)
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Output
Wood-Armer Moments and reinforcement for each load case:
Wood-Armer moments were calculated using the 'Wood & Armer' theory.
LOAD CASE 1
Position
X (m) Y(m)
0.00
0.30
0.59
0.89
1.18
1.48
1.77
2.07
2.37
2.66
2.96
3.25
3.55
0.00
0.59
1.18
1.77
2.37
2.96
3.55
0.00
0.30
0.59
0.89
1.18
1.48
1.77
2.07
2.37
2.66
2.96
3.25
3.55
0.00
0.59
1.18
1.77
2.37
2.96
3.55
0.00
0.30
0.59
0.89
1.18
1.48
1.77
2.07
2.37
2.66
2.96
3.25
3.55
0.00
0.59
1.18
1.77
2.37
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.35
0.35
0.35
0.35
0.35
0.35
0.35
0.71
0.71
0.71
0.71
0.71
0.71
0.71
0.71
0.71
0.71
0.71
0.71
0.71
1.06
1.06
1.06
1.06
1.06
1.06
1.06
1.42
1.42
1.42
1.42
1.42
1.42
1.42
1.42
1.42
1.42
1.42
1.42
1.42
1.77
1.77
1.77
1.77
1.77
Wood-Armer Moments
(kNm/m)
Top
Bottom
X
Y
X
Y
8.0
17.2
22.1
13.7
9.2
4.4
0.0
4.4
9.2
13.7
22.1
17.2
8.0
15.7
12.1
0.8
0.0
0.8
12.1
15.7
21.0
10.9
2.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
2.2
10.9
21.0
13.3
-0.0
0.0
0.0
0.0
-0.0
13.3
7.7
-0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
-0.0
7.7
3.3
0.0
0.0
0.0
0.0
6.0
15.4
21.9
13.9
8.2
3.4
0.0
3.4
8.2
13.9
21.9
15.4
6.0
16.3
12.3
0.5
0.0
0.5
12.3
16.3
22.1
12.8
3.9
0.0
0.0
0.0
0.0
0.0
0.0
0.0
3.9
12.8
22.1
13.1
-0.0
0.0
0.0
0.0
-0.0
13.1
8.5
1.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.2
8.5
4.2
0.0
0.0
0.0
0.0
26.5
22.3
18.5
15.2
10.7
5.2
0.3
5.2
10.7
15.2
18.5
22.3
26.5
22.8
22.9
17.6
8.7
17.6
22.9
22.8
18.4
23.2
27.4
25.6
24.4
20.8
17.2
20.8
24.4
25.6
27.4
23.2
18.4
14.3
26.6
27.3
22.6
27.3
26.6
14.3
10.5
18.3
25.9
28.0
30.2
29.0
27.9
29.0
30.2
28.0
25.9
18.3
10.5
5.5
22.9
29.5
29.7
29.5
28.5
24.1
18.7
15.0
11.8
6.3
1.0
6.3
11.8
15.0
18.7
24.1
28.5
22.2
22.7
18.0
9.5
18.0
22.7
22.2
17.3
21.3
25.7
24.9
23.9
20.8
17.5
20.8
23.9
24.9
25.7
21.3
17.3
14.5
22.4
24.1
20.0
24.1
22.4
14.5
9.6
15.0
20.2
22.3
24.5
23.6
22.7
23.6
24.5
22.3
20.2
15.0
9.6
4.6
16.5
22.7
23.2
22.7
X
115
248
319
197
133
64
0
64
133
197
319
248
115
227
174
12
0
12
174
227
302
158
32
0
0
0
0
0
0
0
32
158
302
192
0
0
0
0
0
192
110
0
0
0
0
0
0
0
0
0
0
0
110
47
0
0
0
0
Reinforcement (mm²/m)
Top
Bottom
Y
X
Y
78
202
287
182
107
44
0
44
107
182
287
202
78
213
161
6
0
6
161
213
289
168
52
0
0
0
0
0
0
0
52
168
289
172
0
0
0
0
0
172
111
16
0
0
0
0
0
0
0
0
0
16
111
54
0
0
0
0
382
321
267
219
154
75
4
75
154
219
267
321
382
328
330
254
126
254
330
328
266
334
395
369
351
300
248
300
351
369
395
334
266
206
383
393
325
393
383
206
151
264
373
403
435
418
402
418
435
403
373
264
151
80
331
425
428
425
373
315
245
196
154
82
13
82
154
196
245
315
373
291
298
236
124
236
298
291
227
279
336
327
313
272
229
272
313
327
336
279
227
190
293
316
261
316
293
190
126
197
265
292
321
309
297
309
321
292
265
197
126
61
216
297
303
297
PAGE 259
267
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
2.96
3.55
0.00
0.30
0.59
0.89
1.18
1.48
1.77
2.07
2.37
2.66
2.96
3.25
3.55
0.00
0.59
1.18
1.77
2.37
2.96
3.55
0.00
0.30
0.59
0.89
1.18
1.48
1.77
2.07
2.37
2.66
2.96
3.25
3.55
0.00
0.59
1.18
1.77
2.37
2.96
3.55
0.00
0.30
0.59
0.89
1.18
1.48
1.77
2.07
2.37
2.66
2.96
3.25
3.55
0.00
0.59
1.18
1.77
2.37
2.96
3.55
0.00
0.30
0.59
0.89
1.18
1.48
1.77
1.77
1.77
2.13
2.13
2.13
2.13
2.13
2.13
2.13
2.13
2.13
2.13
2.13
2.13
2.13
2.48
2.48
2.48
2.48
2.48
2.48
2.48
2.83
2.83
2.83
2.83
2.83
2.83
2.83
2.83
2.83
2.83
2.83
2.83
2.83
3.19
3.19
3.19
3.19
3.19
3.19
3.19
3.54
3.54
3.54
3.54
3.54
3.54
3.54
3.54
3.54
3.54
3.54
3.54
3.54
3.90
3.90
3.90
3.90
3.90
3.90
3.90
4.25
4.25
4.25
4.25
4.25
4.25
4.25
0.0
3.3
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
3.3
0.0
0.0
0.0
0.0
0.0
3.3
7.7
-0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
-0.0
7.7
13.3
-0.0
0.0
0.0
0.0
-0.0
13.3
21.0
10.9
2.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
2.2
10.9
21.0
15.7
12.1
0.8
0.0
0.8
12.1
15.7
8.0
17.2
22.1
13.7
9.2
4.4
0.0
0.0
4.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
4.2
0.0
0.0
0.0
0.0
0.0
4.2
8.5
1.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.2
8.5
13.1
-0.0
0.0
0.0
0.0
-0.0
13.1
22.1
12.8
3.9
0.0
0.0
0.0
0.0
0.0
0.0
0.0
3.9
12.8
22.1
16.3
12.3
0.5
0.0
0.5
12.3
16.3
6.0
15.4
21.9
13.9
8.2
3.4
0.0
Checked by
22.9
5.5
0.8
10.4
19.9
24.4
28.9
30.1
31.5
30.1
28.9
24.4
19.9
10.4
0.8
5.5
22.9
29.5
29.7
29.5
22.9
5.5
10.5
18.3
25.9
28.0
30.2
29.0
27.9
29.0
30.2
28.0
25.9
18.3
10.5
14.3
26.6
27.3
22.6
27.3
26.6
14.3
18.4
23.2
27.4
25.6
24.4
20.8
17.2
20.8
24.4
25.6
27.4
23.2
18.4
22.8
22.9
17.6
8.7
17.6
22.9
22.8
26.5
22.3
18.5
15.2
10.7
5.2
0.3
16.5
4.6
0.2
6.4
12.8
16.9
21.0
22.4
23.8
22.4
21.0
16.9
12.8
6.4
0.2
4.6
16.5
22.7
23.2
22.7
16.5
4.6
9.6
15.0
20.2
22.3
24.5
23.6
22.7
23.6
24.5
22.3
20.2
15.0
9.6
14.5
22.4
24.1
20.0
24.1
22.4
14.5
17.3
21.3
25.7
24.9
23.9
20.8
17.5
20.8
23.9
24.9
25.7
21.3
17.3
22.2
22.7
18.0
9.5
18.0
22.7
22.2
28.5
24.1
18.7
15.0
11.8
6.3
1.0
0
47
0
0
0
0
0
0
0
0
0
0
0
0
0
47
0
0
0
0
0
47
110
0
0
0
0
0
0
0
0
0
0
0
110
192
0
0
0
0
0
192
302
158
32
0
0
0
0
0
0
0
32
158
302
227
174
12
0
12
174
227
115
248
319
197
133
64
0
Date
0
54
0
0
0
0
0
0
0
0
0
0
0
0
0
54
0
0
0
0
0
54
111
16
0
0
0
0
0
0
0
0
0
16
111
172
0
0
0
0
0
172
289
168
52
0
0
0
0
0
0
0
52
168
289
213
161
6
0
6
161
213
78
202
287
182
107
44
0
331
80
11
151
287
351
417
434
454
434
417
351
287
151
11
80
331
425
428
425
331
80
151
264
373
403
435
418
402
418
435
403
373
264
151
206
383
393
325
393
383
206
266
334
395
369
351
300
248
300
351
369
395
334
266
328
330
254
126
254
330
328
382
321
267
219
154
75
4
216
61
2
84
167
221
275
293
312
293
275
221
167
84
2
61
216
297
303
297
216
61
126
197
265
292
321
309
297
309
321
292
265
197
126
190
293
316
261
316
293
190
227
279
336
327
313
272
229
272
313
327
336
279
227
291
298
236
124
236
298
291
373
315
245
196
154
82
13
PAGE 260
268
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
2.07
2.37
2.66
2.96
3.25
3.55
4.25
4.25
4.25
4.25
4.25
4.25
4.4
9.2
13.7
22.1
17.2
8.0
3.4
8.2
13.9
21.9
15.4
6.0
Checked by
5.2
10.7
15.2
18.5
22.3
26.5
6.3
11.8
15.0
18.7
24.1
28.5
64
133
197
319
248
115
Date
44
107
182
287
202
78
75
154
219
267
321
382
82
154
196
245
315
373
Wood-Armer Moments:
BS8110 - 1997
Top:LC 1 (kNm/m)
Max value:22.1 at X:3.0 Y:4.3
PAGE 261
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Job Number
Job Title
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Client
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Calcs by
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Sheet
Checked by
Date
Wood-Armer Moments:
BS8110 - 1997
Top:LC 1 (kNm/m)
Max value:22.1 at X:3.5 Y:3.5
Wood-Armer Moments:
BS8110 - 1997
Bot:LC 1 (kNm/m)
Max value:31.5 at X:1.8 Y:2.1
PAGE 262
270
Job Number
Job Title
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Calcs by
E-Mail : mail@prokon.com
Sheet
Checked by
Date
Wood-Armer Moments:
BS8110 - 1997
Bot:LC 1 (kNm/m)
Max value:28.5 at X:3.5 Y:4.3
Reinforcement:
BS8110 - 1997
Top:LC 1 (mm²/m)
Max value:318.7 at X:3.0 Y:4.3
PAGE 263
271
Job Number
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
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Sheet
Checked by
Date
Reinforcement:
BS8110 - 1997
Top:LC 1 (mm²/m)
Max value:289.5 at X:3.5 Y:3.5
Reinforcement:
BS8110 - 1997
Bot:LC 1 (mm²/m)
Max value:454.3 at X:1.8 Y:2.1
PAGE 264
272
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Checked by
Date
Reinforcement:
BS8110 - 1997
Bot:LC 1 (mm²/m)
Max value:373.2 at X:3.5 Y:4.3
Rebar Excess:
Rebar Excess Top (mm²/m)
Note:Default reinforcement should be checked
and adjusted for suitability and layout.
19Y10-C-200 (T1) (Bar 1)
19Y10-F-200 (B1) (Bar 1)
19Y10-D-200 (T1) (Bar 1)
PAGE 265
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Job Number
Job Title
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Client
Internet: http://www.prokon.com
Calcs by
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Sheet
Checked by
Date
Rebar Excess:
Rebar Excess Top (mm²/m)
Note:Default reinforcement should be checked
and adjusted for suitability and layout.
19Y10-C-200 (T1) (Bar 1)
19Y10-F-200 (B1) (Bar 1)
19Y10-D-200 (T1) (Bar 1)
Rebar Excess:
Rebar Excess Bot (mm²/m)
Note:Default reinforcement should be checked
and adjusted for suitability and layout.
19Y10-C-200 (T1) (Bar 1)
19Y10-F-200 (B1) (Bar 1)
19Y10-D-200 (T1) (Bar 1)
PAGE 266
274
Job Number
Job Title
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Internet: http://www.prokon.com
Calcs by
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Sheet
Checked by
Date
Rebar Excess:
Rebar Excess Bot (mm²/m)
Note:Default reinforcement should be checked
and adjusted for suitability and layout.
19Y10-C-200 (T1) (Bar 1)
19Y10-F-200 (B1) (Bar 1)
19Y10-D-200 (T1) (Bar 1)
PAGE 267
275
7) ⑤VALVE CHAMBER
WALL (H3.0m)
276
Job Number
Sheet
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Calcs by
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Checked by
Date
Retaining Wall Design : Ver W2.4.01 - 01 Apr 2008
Title : Cantilever wall example
C14
Input Data
H1
H2
H3
Hw
Hr
B
D
(m)
(m)
(m)
(m)
(m)
(m)
(m)
Wall Dimensions
3 C
(m)
0 F
(m)
0 xf
(m)
0 At
(m)
0.36 Ab
(m)
3.44 Cov wall
mm
0 Cov base mm
0.6
0
2
0.4
0.4
50
50
Unfactored Live Loads
W
(kN/m²)
1
P
(kN)
0
xp
(m)
0
L
(kN/m)
20
xl
(m)
2
Lh
(kN/m)
x
(m)
0
General Parameters
(°)
30
Soil frict
(°)
0
Fill slope
(°)
20
Wall frict
25
Conc kN/m3
kN/m3
18
Soil
fc'
(MPa)
25
fy
(MPa)
420
Design Parameters
1.5
SF Overt.
SF Slip
1.5
ULS DL Factor
1.4
ULS LL Factor
1.6
Pmax
(kPa)
100
0.5
Soil Poisson
0.9
DL Factor Ovt.
Seepage allowed
Active pressure applied on back of shear key for sliding
Theory
: Coulomb
Wall type : Cantilever
SEISMIC ANALYSIS SETTINGS:
Seismic Analysis ON/OFF:ON
Hor Accel. (g) 0.02
Vert Accel. (g) 0.01
Include LL's
Y
VALUES OF PRESSURE COEFFICIENTS:
Active Pressure coefficient Ka
Passive Pressure coefficient Kp
Seismic Active Pressure coefficient Kas
Seismic Passive Pressure coefficient Kps
Base frictional constant µ
:0.297
:6.105
:0.313
:5.934
:0.577
FORCES ACTING ON THE WALL AT SLS:
All forces/moments are per m
Description
Destabilizing forces:
Total Active pressure Pa
Siesmic component of Pa
As a result of surcharge w
As a result of Line Load L
Siesmic wall inertia
Stabilizing forces:
Passive pressure on base Pp
Siesmic component of Pp
Weight of the wall + base
Weight of soil on the base
UDL of 1.0 kPa
width
FORCES (kN ) and their LEVER ARMS (m )
F Horizontal
Lever arm F Vertical
Lever arm
left (+)
down (+)
23.826
1.195
0.874
4.721
1.616
1.040
1.800
1.500
1.686
0.741
-0.000
-0.000
0.000
0.000
8.672
0.435
0.318
0.000
3.840
3.840
3.840
3.840
80.784
0.000
0.000
2.426
0.000
3.840
EQUILIBRIUM CALCULATIONS AT SLS
All forces/moments are per m
width
1.Moment Equilibrium
Point of rotation: bottom front corner of base.
PAGE 268
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Job Number
Sheet
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Checked by
Date
For Overturning moment Mo calculate as follows:
Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.)
For Stabilizing moment Mr calculate as follows:
Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.)
where l.a. = lever arm of each force.
Stabilizing moment Mr : 195.97 kNm
Destabilizing moment Mo :
0.73 kNm
Safety factor against overturning = Mr/Mo = 269.444
2.Force Equilibrium at SLS
Sum of Vertical forces Pv
Frictional resistance Pfric
Passive Pressure on shear key
Passive pressure on base
=> Total Horiz. resistance Fr
:
:
:
:
:
89.77
51.83
0.00
0.00
51.83
kN
kN
kN
kN
kN
Horizontal sliding force on wall Fhw :
Horizontal sliding force on shear key Fht :
=> Total Horizontal sliding force Fh :
31.04 kN
0.00 kN
31.04 kN
Safety factor against overall sliding = Fr/Fh = 1.670
FORCES ACTING ON THE WALL AT ULS:
All forces/moments are per m
Description
width
FORCES (kN ) and their LEVER ARMS (m )
F Horizontal
Lever arm F Vertical
Lever arm
left (+)
down (+)
Destabilizing forces:
Total Active pressure Pa
Siesmic component of Pa
As a result of surcharge w
As a result of Line Load L
Siesmic wall inertia
Stabilizing forces:
Passive pressure on base Pp
Siesmic component of Pp
Weight of the wall + base
Weight of soil on the base
UDL of 0.9 kPa
33.738
1.913
1.398
7.553
2.585
1.045
1.800
1.500
1.686
0.741
-0.000
-0.000
0.000
0.000
12.141
0.696
0.509
0.000
3.840
3.840
3.840
3.840
72.706
0.000
0.000
2.426
0.000
3.840
EQUILIBRIUM CALCULATIONS AT ULS
All forces/moments are per m
width
1.Moment Equilibrium
Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows:
Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.)
For Stabilizing moment Mr calculate as follows:
Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.)
where l.a. = lever arm of each force.
Stabilizing moment Mr : 176.38 kNm
Destabilizing moment Mo :
3.44 kNm
Safety factor against overturning = Mr/Mo = 51.256
2.Force Equilibrium at ULS
Sum of Vertical forces Pv :
Frictional resistance Pfric :
Passive Pressure on shear key :
80.80 kN
46.65 kN
0.00 kN
PAGE 269
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Passive pressure on base :
=> Total Horiz. resistance Fr :
Checked by
Date
0.00 kN
46.65 kN
Horizontal sliding force on wall Fhw :
Horizontal sliding force on shear key Fht :
=> Total Horizontal sliding force Fh :
45.27 kN
0.00 kN
45.27 kN
Safety factor against overall sliding = Fr/Fh = 1.030
SOIL PRESSURES UNDER BASE AT SLS
Maximum pressure : 32.69 kPa
Minimum pressure : 14.07 kPa
Maximum pressure occurs at right hand side of base
WALL MOMENTS (ULS) AND REINFORCEMENT TO ACI 318 - 2005
Position from
base top (m )
0.00
0.05
0.10
0.14
0.19
0.24
0.29
0.34
0.38
0.43
0.48
0.53
0.58
0.62
0.67
0.72
0.77
0.82
0.86
0.91
0.96
1.01
1.06
1.10
1.15
1.20
1.25
1.30
1.34
1.39
1.44
1.49
1.54
1.58
1.63
1.68
1.73
1.78
1.82
1.87
1.92
1.97
2.02
2.06
2.11
2.16
2.21
2.26
2.30
Moment
(kNm )
28.15
26.74
25.36
24.02
22.72
21.45
20.22
19.02
17.85
16.72
15.62
14.56
13.52
12.52
11.54
10.60
9.68
8.79
7.93
7.09
6.28
5.50
4.74
4.00
3.42
3.09
2.78
2.49
2.22
1.98
1.75
1.53
1.34
1.16
1.00
0.85
0.72
0.60
0.50
0.40
0.32
0.25
0.19
0.14
0.10
0.07
0.04
0.02
0.01
Front Reinforcing Back Reinforcing Minimum
(mm²/m )
(mm²/m )
(mm²/m )
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
220.48
209.32
198.47
187.92
177.67
167.70
158.02
148.61
139.48
130.61
122.01
113.65
105.55
97.69
90.06
82.66
75.49
68.54
61.81
55.28
48.95
42.82
36.88
31.13
26.63
24.06
21.65
19.41
17.32
15.38
13.59
11.94
10.42
9.04
7.77
6.63
5.60
4.68
3.85
3.13
2.50
1.95
1.48
1.09
0.77
0.51
0.31
0.17
0.07
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
PAGE 270
279
Job Number
Sheet
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Calcs by
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2.35
2.40
0.00
0.00
Checked by
0.00
0.00
0.02
0.00
Date
1116.29
1116.29
BASE MOMENTS (ULS) AND REINFORCEMENT TO ACI 318 - 2005
Position from
left (m )
0.00
0.08
0.15
0.23
0.31
0.38
0.46
0.54
0.61
0.69
0.77
0.84
0.92
1.00
1.08
1.15
1.23
1.31
1.38
1.46
1.54
1.61
1.69
1.77
1.84
1.92
2.00
2.07
2.15
2.23
2.30
2.38
2.46
2.53
2.61
2.69
2.76
2.84
2.92
3.00
3.07
3.15
3.23
3.30
3.38
3.46
3.53
3.61
3.69
3.76
3.84
Moment
(kNm )
-0.00
-0.02
-0.09
-0.19
-0.34
-0.53
-0.77
-1.05
-1.37
-1.73
-2.14
-2.59
-3.08
-3.61
-4.19
-4.81
-5.47
-6.18
-6.93
-7.72
-8.55
-9.43
-10.35
-11.31
-12.31
-13.36
-14.45
-15.58
-16.76
-17.98
-19.24
-20.54
-21.89
-23.28
-24.71
-26.18
-27.70
-29.26
-30.87
-32.51
-34.20
-35.93
-37.70
-39.52
-41.38
-43.28
-45.23
-47.22
-49.25
-49.96
-0.96
Top Reinforcing
(mm²/m )
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Bot Reinforcing
(mm²/m )
0.00
0.10
0.42
0.94
1.68
2.62
3.77
5.13
6.70
8.48
10.47
12.67
15.08
17.70
20.53
23.57
26.82
30.28
33.95
37.83
41.92
46.22
50.73
55.45
60.38
65.53
70.88
76.45
82.22
88.21
94.41
100.82
107.44
114.27
121.32
128.58
136.05
143.73
151.63
159.74
168.06
176.60
185.35
194.31
203.49
212.88
222.49
232.31
242.34
0.00
0.00
Minimum
(mm²/m )
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
SHEAR CHECK AT WALL-BASE JUNCTION TO ACI 318 - 2005
Shear force at bottom of wall V = 32.9 kN
Shear stress at bottom of wall v = 0.10 MPa OK
Allowable shear stress vc = 0.60 MPa (based on Wall tensile reinf.)
PAGE 271
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Job Number
Sheet
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Checked by
Date
Sketch of Wall
Design code: ACI 318 - 2005
2.00
20.20kN/m
1.00
0.40
0.00°
30.00°
kh =0.02g
kv =0.01g
3.44
0.40
Kas=0.31
Kps=5.93
µ=0.58
V= 32.9kN
v= 0.10MPa
32.7kPa
vc= 0.60MPa
SFslip = 1.67
SFslip (ULS) = 1.03
SFovt = 269.44
SFovt (ULS) = 51.26
2.00
14.1kPa
Wall type: Cantilever
Theory: Coulomb
Wall Bending Moments
Wall Moments
2.40
2.20
2.00
1.80
1.60
1.40
1.20
1.00
.800
.600
.400
.200
-.200
-.400
Bending moment (kNm)
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Job Number
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Sheet
Checked by
Date
Base Bending Moments
Base Moments
Moment max = -49.96kNm @ 3.64m
-5.00
-10.0
-15.0
-20.0
-25.0
-30.0
-35.0
-40.0
-45.0
-50.0
Position (m)
Wall Reinforcement
Wall Reinforcement
2.40
2.20
2.00
Nominal
1.80
1.60
1.40
1.20 Back
1.00
.800
.600
Front
.400
.200
Reinforcement (mm²/m)
PAGE 273
282
Job Number
Sheet
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Software Consultants (Pty) Ltd
Client
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Date
Base Reinforcement
Base Reinforcement
Reinf. max = 242.3mm²/m @ 3.62m
Nominal
1600
1400
1200
1000
800
600
400
200
Nominal
Top
Position (m)
Schematic Reinforcement
Y20@250 (Hor)
Y20@250 (Hor)
Y20@250 (NF)
Y20@250 (FF)
1-R10/m2 clips
1-R10/m2 clips
Y20@250 starters
FRONT
Y20@250 starters
Y25@200 (T1)
Y25@200 (B1)
Y25@200 (T2)
Y25@200 (B2)
SECTION
PAGE 274
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Job Number
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Retaining Wall Design : Ver W2.4.01 - 01 Apr 2008
Title : Reservoir wall example
C14
Input Data
H1
H2
H3
Hw
Hr
B
D
(m)
(m)
(m)
(m)
(m)
(m)
(m)
Wall Dimensions
3 C
(m)
0.67 F
(m)
2.6 xf
(m)
2.6 At
(m)
0.36 Ab
(m)
Cov wall
mm
3.55 Cov base mm
Unfactored Live Loads
0.6 W
(kN/m²)
P
(kN)
xp
(m)
0.4 L
(kN/m)
0.4 xl
(m)
50 Lh
(kN/m)
50 x
(m)
General Parameters
(°)
25
Soil frict
(°)
Fill slope
(°)
Wall frict
25
Conc kN/m3
kN/m3
18
Soil
fc'
(MPa)
25
fy
(MPa)
420
Design Parameters
1.5
SF Overt.
SF Slip
1.5
ULS DL Factor
1.4
ULS LL Factor
1.6
Pmax
(kPa)
100
0.5
Soil Poisson
0.9
DL Factor Ovt.
Seepage not allowed
Active pressure applied on back of shear key for sliding
Theory
: Coulomb
Wall type : Cantilever
SEISMIC ANALYSIS SETTINGS:
Seismic Analysis ON/OFF:OFF
Hor Accel. (g)
Vert Accel. (g)
Include LL's
VALUES OF PRESSURE COEFFICIENTS:
Active Pressure coefficient Ka :0.406
Passive Pressure coefficient Kp :2.464
Base frictional constant µ :0.466
FORCES ACTING ON THE WALL AT SLS:
All forces/moments are per m
Description
Destabilizing forces:
Total Active pressure Pa
Triangular W-table press Pw
W-table pr below free water
Free water pressure Pwf
Hydrostatic pressure on bot
of base: uniform portion
Hydrostatic pressure on bot
of base: triangular portion
Stabilizing forces:
Passive pressure on base Pp
Weight of the wall + base
Weight of soil on the base
Hydrostatic pressure on top
of rear portion of base
Hydrostatic pressure on top
of front portion of base
width
FORCES (kN ) and their LEVER ARMS (m )
F Horizontal
Lever arm F Vertical
Lever arm
left (+)
down (+)
0.584
0.466
8.633
23.740
-9.954
0.133
0.133
0.200
1.133
0.000
0.000
0.000
0.000
0.000
0.400
0.400
0.400
0.400
1.975
0.000
2.633
83.250
-5.815
69.651
1.463
2.175
2.175
0.000
0.000
0.223
EQUILIBRIUM CALCULATIONS AT SLS
All forces/moments are per m
width
1.Moment Equilibrium
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Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows:
Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.)
For Stabilizing moment Mr calculate as follows:
Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.)
where l.a. = lever arm of each force.
Stabilizing moment Mr : 262.89 kNm
Destabilizing moment Mo : 28.77 kNm
Safety factor against overturning = Mr/Mo = 9.137
2.Force Equilibrium at SLS
Sum of Vertical forces Pv
Frictional resistance Pfric
Passive Pressure on shear key
Passive pressure on base
=> Total Horiz. resistance Fr
: 147.09 kN
: 68.59 kN
:
0.00 kN
:
9.95 kN
: 78.54 kN
Horizontal sliding force on wall Fhw :
Horizontal sliding force on shear key Fht :
=> Total Horizontal sliding force Fh :
33.42 kN
0.00 kN
33.42 kN
Safety factor against overall sliding = Fr/Fh = 2.350
FORCES ACTING ON THE WALL AT ULS:
All forces/moments are per m
Description
Destabilizing forces:
Total Active pressure Pa
Triangular W-table press Pw
W-table pr below free water
Free water pressure Pwf
Hydrostatic pressure on bot
of base: uniform portion
Hydrostatic pressure on bot
of base: triangular portion
Stabilizing forces:
Passive pressure on base Pp
Weight of the wall + base
Weight of soil on the base
Hydrostatic pressure on top
of rear portion of base
Hydrostatic pressure on top
of front portion of base
width
FORCES (kN ) and their LEVER ARMS (m )
F Horizontal
Lever arm F Vertical
Lever arm
left (+)
down (+)
0.818
0.653
12.086
33.236
-8.959
0.133
0.133
0.200
1.133
0.000
0.000
0.000
0.000
0.000
0.400
0.400
0.400
0.400
1.975
0.000
2.633
74.925
-5.233
62.686
1.463
2.175
2.175
0.000
0.000
0.223
EQUILIBRIUM CALCULATIONS AT ULS
All forces/moments are per m
width
1.Moment Equilibrium
Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows:
Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.)
For Stabilizing moment Mr calculate as follows:
Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.)
where l.a. = lever arm of each force.
Stabilizing moment Mr : 236.60 kNm
Destabilizing moment Mo : 40.28 kNm
PAGE 276
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Safety factor against overturning = Mr/Mo = 5.874
2.Force Equilibrium at ULS
Sum of Vertical forces Pv
Frictional resistance Pfric
Passive Pressure on shear key
Passive pressure on base
=> Total Horiz. resistance Fr
: 132.38 kN
: 61.73 kN
:
0.00 kN
:
8.96 kN
: 70.69 kN
Horizontal sliding force on wall Fhw :
Horizontal sliding force on shear key Fht :
=> Total Horizontal sliding force Fh :
46.79 kN
0.00 kN
46.79 kN
Safety factor against overall sliding = Fr/Fh = 1.511
SOIL PRESSURES UNDER BASE AT SLS
Maximum pressure : 58.92 kPa
Minimum pressure : 15.56 kPa
Maximum pressure occurs at left hand side of base
WALL MOMENTS (ULS) AND REINFORCEMENT TO ACI 318 - 2005
Position from
base top (m )
0.00
0.05
0.10
0.14
0.19
0.24
0.29
0.34
0.38
0.43
0.48
0.53
0.58
0.62
0.67
0.72
0.77
0.82
0.86
0.91
0.96
1.01
1.06
1.10
1.15
1.20
1.25
1.30
1.34
1.39
1.44
1.49
1.54
1.58
1.63
1.68
1.73
1.78
1.82
1.87
1.92
Moment
(kNm )
18.57
17.26
16.02
14.84
13.72
12.65
11.65
10.69
9.80
8.95
8.15
7.40
6.70
6.05
5.44
4.87
4.34
3.85
3.40
2.99
2.61
2.27
1.95
1.67
1.42
1.19
0.99
0.81
0.66
0.52
0.41
0.31
0.23
0.17
0.12
0.08
0.05
0.03
0.01
0.00
0.00
Front Reinforcing Back Reinforcing Minimum
(mm²/m )
(mm²/m )
(mm²/m )
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
145.07
134.86
125.12
115.86
107.08
98.75
90.87
83.42
76.39
69.77
63.54
57.70
52.23
47.12
42.35
37.92
33.81
30.00
26.50
23.28
20.33
17.64
15.20
13.00
11.02
9.25
7.68
6.30
5.10
4.06
3.17
2.42
1.80
1.30
0.90
0.59
0.36
0.20
0.10
0.04
0.01
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
PAGE 277
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Job Number
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1.97
2.02
2.06
2.11
2.16
2.21
2.26
2.30
2.35
2.40
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Checked by
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Date
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
1116.29
BASE MOMENTS (ULS) AND REINFORCEMENT TO ACI 318 - 2005
Position from
left (m )
0.00
0.08
0.16
0.24
0.32
0.39
0.47
0.55
0.63
0.71
0.79
0.87
0.95
1.03
1.11
1.18
1.26
1.34
1.42
1.50
1.58
1.66
1.74
1.82
1.90
1.97
2.05
2.13
2.21
2.29
2.37
2.45
2.53
2.61
2.69
2.76
2.84
2.92
3.00
3.08
3.16
3.24
3.32
3.40
3.48
3.55
3.63
3.71
3.79
3.87
3.95
Moment
(kNm )
-0.00
-0.18
-0.73
-1.21
36.44
34.34
32.89
31.48
30.09
28.74
27.42
26.13
24.87
23.64
22.44
21.28
20.14
19.04
17.97
16.93
15.92
14.94
13.99
13.07
12.19
11.33
10.51
9.71
8.95
8.22
7.52
6.85
6.22
5.61
5.04
4.49
3.98
3.50
3.05
2.63
2.24
1.88
1.55
1.26
0.99
0.76
0.56
0.39
0.25
0.14
0.06
Top Reinforcing
(mm²/m )
0.00
0.00
0.00
0.00
0.00
0.00
0.00
154.64
147.82
141.16
134.66
128.31
122.11
116.07
110.18
104.45
98.87
93.44
88.17
83.05
78.09
73.28
68.62
64.12
59.77
55.57
51.53
47.63
43.90
40.31
36.88
33.60
30.48
27.50
24.68
22.02
19.50
17.14
14.93
12.87
10.97
9.22
7.62
6.17
4.87
3.73
2.74
1.90
1.22
0.69
0.30
Bot Reinforcing
(mm²/m )
0.00
0.89
3.55
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Minimum
(mm²/m )
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
SHEAR CHECK AT WALL-BASE JUNCTION TO ACI 318 - 2005
PAGE 278
287
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Checked by
Date
Shear force at bottom of wall V = 30.2 kN
Shear stress at bottom of wall v = 0.09 MPa OK
Allowable shear stress vc = 0.60 MPa (based on Wall tensile reinf.)
Sketch of Wall
Design code: ACI 318 - 2005
0.40
0.40
3.55
0.00°
58.9kPa
Wall type: Cantilever
Theory: Coulomb
Ka=0.41
Kp=2.46
µ=0.4715.6kPa
V= 30.2kN
v= 0.09MPa
vc= 0.60MPa
SFslip = 2.35
SFslip (ULS) = 1.51
SFovt = 9.14
SFovt (ULS) = 5.87
PAGE 279
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Checked by
Date
Wall Bending Moments
Wall Moments
2.40
2.20
2.00
1.80
1.60
1.40
1.20
1.00
.800
.600
.400
.200
-.200
-.400
Bending moment (kNm)
Base Bending Moments
40.0
Base Moments
Moment max = 36.44kNm @ .201m
35.0
30.0
25.0
20.0
15.0
10.0
5.00
Position (m)
PAGE 280
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Job Number
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Sheet
Checked by
Date
Wall Reinforcement
Wall Reinforcement
2.40
2.20
2.00
Nominal
1.80
1.60
1.40
1.20 Back
1.00
.800
.600
Front
.400
.200
Reinforcement (mm²/m)
Base Reinforcement
Base Reinforcement
Reinf. max = 154.6mm²/m @ .465m
Nominal
1600
1400
1200
1000
800
600
400
200
Top
Top
Position (m)
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Schematic Reinforcement
Y20@250 (Hor)
Y20@250 (Hor)
Y20@250 (NF)
Y20@250 (FF)
1-R10/m2 clips
1-R10/m2 clips
Y20@250 starters
Y20@250 starters
FRONT
Y25@200 (T1)
Y25@200 (B1)
Y25@200 (T2)
Y25@200 (B2)
SECTION
PAGE 282
291
8) ⑥VALVE CHAMBER
TOP SLAB (L2.95m×W2.35m)
292
Job Number
Sheet
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Software Consultants (Pty) Ltd
Client
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Date
Rectangular Slab Panel Design :
C04
Input Data
Lx
(m)
Ly
(m)
Slab depth (mm)
deff X-dir (mm)
deff Y-dir (mm)
Poisson's ratio
fc' (MPa)
fy
(MPa)
Density (kN/m3)
Self weight LF
- time factor
(ACI318 :9.5.2.5)
2.35
2.95
250
200
220
0.2
25
420
24
1.4
2
Load Cases
Unfactored Loads Unfactored Point Loads
x
y
LC Load UDL
P
m
m
No. fact kN/m²
kN
1
1.4
0.3
1.6
20
L
kN/m
Unfactored Line Loads
x1
y1
x2
m
m
m
y2
m
Sketch of slab
ACI 318 - 2005
Y
Lx=2.35
X
Total UDL =
40.820 kN/m² Load Case 1 (factored)
(Incl self Wt)
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Output
Wood-Armer Moments and reinforcement for each load case:
Wood-Armer moments were calculated using the 'Wood & Armer' theory.
LOAD CASE 1
Position
X (m) Y(m)
0.00
0.20
0.39
0.59
0.78
0.98
1.18
1.37
1.57
1.76
1.96
2.15
2.35
0.00
0.39
0.78
1.18
1.57
1.96
2.35
0.00
0.20
0.39
0.59
0.78
0.98
1.18
1.37
1.57
1.76
1.96
2.15
2.35
0.00
0.39
0.78
1.18
1.57
1.96
2.35
0.00
0.20
0.39
0.59
0.78
0.98
1.18
1.37
1.57
1.76
1.96
2.15
2.35
0.00
0.39
0.78
1.18
1.57
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.25
0.25
0.25
0.25
0.25
0.25
0.25
0.49
0.49
0.49
0.49
0.49
0.49
0.49
0.49
0.49
0.49
0.49
0.49
0.49
0.74
0.74
0.74
0.74
0.74
0.74
0.74
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
1.23
1.23
1.23
1.23
1.23
Wood-Armer Moments
(kNm/m)
Top
Bottom
X
Y
X
Y
3.0
7.5
10.1
6.2
4.2
2.0
0.0
2.0
4.2
6.2
10.1
7.5
3.0
6.8
5.3
0.2
0.0
0.2
5.3
6.8
9.6
4.8
0.7
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.7
4.8
9.6
6.0
-0.0
0.0
0.0
0.0
-0.0
6.0
3.4
-0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
-0.0
3.4
1.5
0.0
0.0
0.0
0.0
1.2
6.4
10.3
6.4
3.6
1.5
0.0
1.5
3.6
6.4
10.3
6.4
1.2
6.8
5.6
0.2
0.0
0.2
5.6
6.8
10.2
5.9
1.7
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.7
5.9
10.2
5.9
-0.0
0.0
0.0
0.0
-0.0
5.9
3.7
0.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.5
3.7
1.9
0.0
0.0
0.0
0.0
12.4
10.3
8.4
6.9
4.9
2.4
0.1
2.4
4.9
6.9
8.4
10.3
12.4
10.4
10.5
8.1
4.1
8.1
10.5
10.4
8.3
10.5
12.6
11.8
11.3
9.7
8.1
9.7
11.3
11.8
12.6
10.5
8.3
6.4
12.2
12.7
10.6
12.7
12.2
6.4
4.6
8.3
11.8
12.9
14.1
13.6
13.1
13.6
14.1
12.9
11.8
8.3
4.6
2.5
10.5
13.8
13.9
13.8
14.2
11.4
8.3
6.8
5.4
2.9
0.5
2.9
5.4
6.8
8.3
11.4
14.2
10.4
10.2
8.1
4.3
8.1
10.2
10.4
7.6
9.5
11.6
11.3
10.7
9.3
7.8
9.3
10.7
11.3
11.6
9.5
7.6
6.5
9.9
10.7
8.8
10.7
9.9
6.5
4.3
6.6
8.9
9.8
10.8
10.4
10.0
10.4
10.8
9.8
8.9
6.6
4.3
2.1
7.2
9.9
10.1
9.9
X
40
100
135
82
55
27
0
27
55
82
135
100
40
91
71
3
0
3
71
91
127
64
10
0
0
0
0
0
0
0
10
64
127
80
0
0
0
0
0
80
45
0
0
0
0
0
0
0
0
0
0
0
45
19
0
0
0
0
Reinforcement (mm²/m)
Top
Bottom
Y
X
Y
15
77
124
77
44
18
0
18
44
77
124
77
15
82
67
3
0
3
67
82
124
71
20
0
0
0
0
0
0
0
20
71
124
71
0
0
0
0
0
71
45
6
0
0
0
0
0
0
0
0
0
6
45
22
0
0
0
0
165
137
112
92
65
32
2
32
65
92
112
137
165
139
140
108
55
108
140
139
110
140
167
157
151
129
108
129
151
157
167
140
110
85
162
169
141
169
162
85
61
110
158
173
188
181
175
181
188
173
158
110
61
32
140
184
186
184
172
138
100
81
65
35
6
35
65
81
100
138
172
126
124
98
52
98
124
126
92
115
140
136
130
112
95
112
130
136
140
115
92
79
120
130
107
130
120
79
51
80
108
119
131
125
120
125
131
119
108
80
51
25
87
120
122
120
PAGE 284
294
Job Number
Sheet
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Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
1.96
2.35
0.00
0.20
0.39
0.59
0.78
0.98
1.18
1.37
1.57
1.76
1.96
2.15
2.35
0.00
0.39
0.78
1.18
1.57
1.96
2.35
0.00
0.20
0.39
0.59
0.78
0.98
1.18
1.37
1.57
1.76
1.96
2.15
2.35
0.00
0.39
0.78
1.18
1.57
1.96
2.35
0.00
0.20
0.39
0.59
0.78
0.98
1.18
1.37
1.57
1.76
1.96
2.15
2.35
0.00
0.39
0.78
1.18
1.57
1.96
2.35
0.00
0.20
0.39
0.59
0.78
0.98
1.18
1.23
1.23
1.48
1.48
1.48
1.48
1.48
1.48
1.48
1.48
1.48
1.48
1.48
1.48
1.48
1.72
1.72
1.72
1.72
1.72
1.72
1.72
1.97
1.97
1.97
1.97
1.97
1.97
1.97
1.97
1.97
1.97
1.97
1.97
1.97
2.21
2.21
2.21
2.21
2.21
2.21
2.21
2.46
2.46
2.46
2.46
2.46
2.46
2.46
2.46
2.46
2.46
2.46
2.46
2.46
2.70
2.70
2.70
2.70
2.70
2.70
2.70
2.95
2.95
2.95
2.95
2.95
2.95
2.95
0.0
1.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.5
0.0
0.0
0.0
0.0
0.0
1.5
3.4
-0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
-0.0
3.4
6.0
-0.0
0.0
0.0
0.0
-0.0
6.0
9.6
4.8
0.7
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.7
4.8
9.6
6.8
5.3
0.2
0.0
0.2
5.3
6.8
3.0
7.5
10.1
6.2
4.2
2.0
0.0
0.0
1.9
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.9
0.0
0.0
0.0
0.0
0.0
1.9
3.7
0.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.5
3.7
5.9
-0.0
0.0
0.0
0.0
-0.0
5.9
10.2
5.9
1.7
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.7
5.9
10.2
6.8
5.6
0.2
0.0
0.2
5.6
6.8
1.2
6.4
10.3
6.4
3.6
1.5
0.0
Checked by
10.5
2.5
0.4
4.8
9.2
11.3
13.5
14.1
14.8
14.1
13.5
11.3
9.2
4.8
0.4
2.5
10.5
13.8
13.9
13.8
10.5
2.5
4.6
8.3
11.8
12.9
14.1
13.6
13.1
13.6
14.1
12.9
11.8
8.3
4.6
6.4
12.2
12.7
10.6
12.7
12.2
6.4
8.3
10.5
12.6
11.8
11.3
9.7
8.1
9.7
11.3
11.8
12.6
10.5
8.3
10.4
10.5
8.1
4.1
8.1
10.5
10.4
12.4
10.3
8.4
6.9
4.9
2.4
0.1
7.2
2.1
0.1
2.8
5.6
7.3
9.1
9.8
10.4
9.8
9.1
7.3
5.6
2.8
0.1
2.1
7.2
9.9
10.1
9.9
7.2
2.1
4.3
6.6
8.9
9.8
10.8
10.4
10.0
10.4
10.8
9.8
8.9
6.6
4.3
6.5
9.9
10.7
8.8
10.7
9.9
6.5
7.6
9.5
11.6
11.3
10.7
9.3
7.8
9.3
10.7
11.3
11.6
9.5
7.6
10.4
10.2
8.1
4.3
8.1
10.2
10.4
14.2
11.4
8.3
6.8
5.4
2.9
0.5
0
19
0
0
0
0
0
0
0
0
0
0
0
0
0
19
0
0
0
0
0
19
45
0
0
0
0
0
0
0
0
0
0
0
45
80
0
0
0
0
0
80
127
64
10
0
0
0
0
0
0
0
10
64
127
91
71
3
0
3
71
91
40
100
135
82
55
27
0
Date
0
22
0
0
0
0
0
0
0
0
0
0
0
0
0
22
0
0
0
0
0
22
45
6
0
0
0
0
0
0
0
0
0
6
45
71
0
0
0
0
0
71
124
71
20
0
0
0
0
0
0
0
20
71
124
82
67
3
0
3
67
82
15
77
124
77
44
18
0
140
32
5
64
122
151
180
188
197
188
180
151
122
64
5
32
140
184
186
184
140
32
61
110
158
173
188
181
175
181
188
173
158
110
61
85
162
169
141
169
162
85
110
140
167
157
151
129
108
129
151
157
167
140
110
139
140
108
55
108
140
139
165
137
112
92
65
32
2
87
25
1
34
67
89
110
118
125
118
110
89
67
34
1
25
87
120
122
120
87
25
51
80
108
119
131
125
120
125
131
119
108
80
51
79
120
130
107
130
120
79
92
115
140
136
130
112
95
112
130
136
140
115
92
126
124
98
52
98
124
126
172
138
100
81
65
35
6
PAGE 285
295
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
1.37
1.57
1.76
1.96
2.15
2.35
2.95
2.95
2.95
2.95
2.95
2.95
2.0
4.2
6.2
10.1
7.5
3.0
1.5
3.6
6.4
10.3
6.4
1.2
Checked by
2.4
4.9
6.9
8.4
10.3
12.4
2.9
5.4
6.8
8.3
11.4
14.2
27
55
82
135
100
40
Date
18
44
77
124
77
15
32
65
92
112
137
165
35
65
81
100
138
172
Wood-Armer Moments:
ACI 318 - 2005
Top:LC 1 (kNm/m)
Max value:10.1 at X:2.0 Y:3.0
PAGE 286
296
Job Number
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Sheet
Checked by
Date
Wood-Armer Moments:
ACI 318 - 2005
Top:LC 1 (kNm/m)
Max value:10.3 at X:2.0 Y:3.0
Wood-Armer Moments:
ACI 318 - 2005
Bot:LC 1 (kNm/m)
Max value:14.8 at X:1.2 Y:1.5
PAGE 287
297
Job Number
Job Title
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Sheet
Checked by
Date
Wood-Armer Moments:
ACI 318 - 2005
Bot:LC 1 (kNm/m)
Max value:14.2 at X:2.4 Y:3.0
Reinforcement:
ACI 318 - 2005
Top:LC 1 (mm²/m)
Max value:134.5 at X:2.0 Y:3.0
PAGE 288
298
Job Number
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Sheet
Checked by
Date
Reinforcement:
ACI 318 - 2005
Top:LC 1 (mm²/m)
Max value:124.1 at X:2.0 Y:3.0
Reinforcement:
ACI 318 - 2005
Bot:LC 1 (mm²/m)
Max value:197.4 at X:1.2 Y:1.5
PAGE 289
299
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Checked by
Date
Reinforcement:
ACI 318 - 2005
Bot:LC 1 (mm²/m)
Max value:172.1 at X:2.4 Y:3.0
Rebar Excess:
Rebar Excess Top (mm²/m)
Note:Default reinforcement should be checked
and adjusted for suitability and layout.
13Y10-C-200 (T1) (Bar 1)
13Y10-F-200 (B1) (Bar 1)
13Y10-D-200 (T1) (Bar 1)
PAGE 290
300
Job Number
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Sheet
Checked by
Date
Rebar Excess:
Rebar Excess Top (mm²/m)
Note:Default reinforcement should be checked
and adjusted for suitability and layout.
13Y10-C-200 (T1) (Bar 1)
13Y10-F-200 (B1) (Bar 1)
13Y10-D-200 (T1) (Bar 1)
Rebar Excess:
Rebar Excess Bot (mm²/m)
Note:Default reinforcement should be checked
and adjusted for suitability and layout.
13Y10-C-200 (T1) (Bar 1)
13Y10-F-200 (B1) (Bar 1)
13Y10-D-200 (T1) (Bar 1)
PAGE 291
301
Job Number
Job Title
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Sheet
Checked by
Date
Rebar Excess:
Rebar Excess Bot (mm²/m)
Note:Default reinforcement should be checked
and adjusted for suitability and layout.
13Y10-C-200 (T1) (Bar 1)
13Y10-F-200 (B1) (Bar 1)
13Y10-D-200 (T1) (Bar 1)
PAGE 292
302
8) ⑥VALVE CHAMBER
WALL (H3.0m)
303
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Checked by
Date
Retaining Wall Design : Ver W2.4.01 - 01 Apr 2008
Title : Cantilever wall example
C14
Input Data
H1
H2
H3
Hw
Hr
B
D
(m)
(m)
(m)
(m)
(m)
(m)
(m)
Wall Dimensions
3 C
(m)
0 F
(m)
0 xf
(m)
At
(m)
0.36 Ab
(m)
2.35 Cov wall
mm
0 Cov base mm
0.6
0
0
0.6
0.6
50
50
Unfactored Live Loads
W
(kN/m²)
1
P
(kN)
0
xp
(m)
L
(kN/m)
20
xl
(m)
2
Lh
(kN/m)
x
(m)
0
General Parameters
(°)
30
Soil frict
(°)
0
Fill slope
(°)
20
Wall frict
25
Conc kN/m3
kN/m3
18
Soil
fc'
(MPa)
25
fy
(MPa)
420
Design Parameters
1.5
SF Overt.
SF Slip
1.5
ULS DL Factor
1.4
ULS LL Factor
1.6
Pmax
(kPa)
100
0.5
Soil Poisson
0.9
DL Factor Ovt.
Seepage allowed
Active pressure applied on back of shear key for sliding
Theory
: Coulomb
Wall type : Cantilever
SEISMIC ANALYSIS SETTINGS:
Seismic Analysis ON/OFF:ON
Hor Accel. (g) 0.02
Vert Accel. (g) 0.01
Include LL's
Y
VALUES OF PRESSURE COEFFICIENTS:
Active Pressure coefficient Ka
Passive Pressure coefficient Kp
Seismic Active Pressure coefficient Kas
Seismic Passive Pressure coefficient Kps
Base frictional constant µ
:0.297
:6.105
:0.313
:5.934
:0.577
FORCES ACTING ON THE WALL AT SLS:
All forces/moments are per m
Description
Destabilizing forces:
Total Active pressure Pa
Siesmic component of Pa
As a result of surcharge w
As a result of Line Load L
Siesmic wall inertia
Stabilizing forces:
Passive pressure on base Pp
Siesmic component of Pp
Weight of the wall + base
Weight of soil on the base
UDL of 1.0 kPa
width
FORCES (kN ) and their LEVER ARMS (m )
F Horizontal
Lever arm F Vertical
Lever arm
left (+)
down (+)
23.826
1.195
0.874
4.721
1.589
1.040
1.800
1.500
1.686
0.973
-0.000
-0.000
0.000
0.000
8.672
0.435
0.318
0.000
2.950
2.950
2.950
2.950
79.447
0.000
0.000
2.002
0.000
2.950
EQUILIBRIUM CALCULATIONS AT SLS
All forces/moments are per m
width
1.Moment Equilibrium
Point of rotation: bottom front corner of base.
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For Overturning moment Mo calculate as follows:
Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.)
For Stabilizing moment Mr calculate as follows:
Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.)
where l.a. = lever arm of each force.
Stabilizing moment Mr : 159.06 kNm
Destabilizing moment Mo :
9.08 kNm
Safety factor against overturning = Mr/Mo = 17.524
2.Force Equilibrium at SLS
Sum of Vertical forces Pv
Frictional resistance Pfric
Passive Pressure on shear key
Passive pressure on base
=> Total Horiz. resistance Fr
:
:
:
:
:
88.44
51.06
0.00
0.00
51.06
kN
kN
kN
kN
kN
Horizontal sliding force on wall Fhw :
Horizontal sliding force on shear key Fht :
=> Total Horizontal sliding force Fh :
31.01 kN
0.00 kN
31.01 kN
Safety factor against overall sliding = Fr/Fh = 1.647
FORCES ACTING ON THE WALL AT ULS:
All forces/moments are per m
Description
width
FORCES (kN ) and their LEVER ARMS (m )
F Horizontal
Lever arm F Vertical
Lever arm
left (+)
down (+)
Destabilizing forces:
Total Active pressure Pa
Siesmic component of Pa
As a result of surcharge w
As a result of Line Load L
Siesmic wall inertia
Stabilizing forces:
Passive pressure on base Pp
Siesmic component of Pp
Weight of the wall + base
Weight of soil on the base
UDL of 0.9 kPa
33.738
1.913
1.398
7.553
2.542
1.045
1.800
1.500
1.686
0.973
-0.000
-0.000
0.000
0.000
12.141
0.696
0.509
0.000
2.950
2.950
2.950
2.950
71.503
0.000
0.000
2.002
0.000
2.950
EQUILIBRIUM CALCULATIONS AT ULS
All forces/moments are per m
width
1.Moment Equilibrium
Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows:
Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.)
For Stabilizing moment Mr calculate as follows:
Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.)
where l.a. = lever arm of each force.
Stabilizing moment Mr : 143.16 kNm
Destabilizing moment Mo : 15.26 kNm
Safety factor against overturning = Mr/Mo = 9.383
2.Force Equilibrium at ULS
Sum of Vertical forces Pv :
Frictional resistance Pfric :
Passive Pressure on shear key :
79.59 kN
45.95 kN
0.00 kN
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Passive pressure on base :
=> Total Horiz. resistance Fr :
Checked by
Date
0.00 kN
45.95 kN
Horizontal sliding force on wall Fhw :
Horizontal sliding force on shear key Fht :
=> Total Horizontal sliding force Fh :
45.23 kN
0.00 kN
45.23 kN
Safety factor against overall sliding = Fr/Fh = 1.016
SOIL PRESSURES UNDER BASE AT SLS
Maximum pressure : 43.45 kPa
Minimum pressure : 16.51 kPa
Maximum pressure occurs at right hand side of base
WALL MOMENTS (ULS) AND REINFORCEMENT TO ACI 318 - 2005
Position from
base top (m )
0.00
0.05
0.10
0.14
0.19
0.24
0.29
0.34
0.38
0.43
0.48
0.53
0.58
0.62
0.67
0.72
0.77
0.82
0.86
0.91
0.96
1.01
1.06
1.10
1.15
1.20
1.25
1.30
1.34
1.39
1.44
1.49
1.54
1.58
1.63
1.68
1.73
1.78
1.82
1.87
1.92
1.97
2.02
2.06
2.11
2.16
2.21
2.26
2.30
Moment
(kNm )
27.96
26.56
25.20
23.88
22.59
21.34
20.12
18.94
17.78
16.67
15.58
14.52
13.50
12.50
11.53
10.59
9.68
8.80
7.94
7.11
6.30
5.52
4.76
4.02
3.45
3.12
2.81
2.52
2.25
2.00
1.77
1.56
1.37
1.19
1.02
0.87
0.74
0.62
0.51
0.42
0.33
0.26
0.20
0.15
0.10
0.07
0.04
0.02
0.01
Front Reinforcing Back Reinforcing Minimum
(mm²/m )
(mm²/m )
(mm²/m )
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
137.31
130.43
123.74
117.23
110.90
104.74
98.75
92.92
87.26
81.77
76.42
71.23
66.20
61.30
56.55
51.94
47.47
43.13
38.92
34.84
30.88
27.05
23.32
19.72
16.89
15.28
13.77
12.36
11.04
9.82
8.69
7.65
6.69
5.81
5.01
4.28
3.62
3.03
2.50
2.04
1.63
1.28
0.97
0.72
0.51
0.34
0.21
0.11
0.05
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
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2.35
2.40
0.00
0.00
Checked by
0.00
0.00
0.01
0.00
Date
1772.94
1772.94
BASE MOMENTS (ULS) AND REINFORCEMENT TO ACI 318 - 2005
Position from
left (m )
0.00
0.06
0.12
0.18
0.24
0.30
0.35
0.41
0.47
0.53
0.59
0.65
0.71
0.77
0.83
0.89
0.94
1.00
1.06
1.12
1.18
1.24
1.30
1.36
1.42
1.48
1.53
1.59
1.65
1.71
1.77
1.83
1.89
1.95
2.01
2.06
2.12
2.18
2.24
2.30
2.36
2.42
2.48
2.54
2.60
2.66
2.71
2.77
2.83
2.89
2.95
Moment
(kNm )
-0.00
-0.02
-0.10
-0.22
-0.38
-0.60
-0.87
-1.18
-1.54
-1.95
-2.40
-2.91
-3.46
-4.06
-4.71
-5.41
-6.15
-6.95
-7.79
-8.68
-9.61
-10.60
-11.63
-12.71
-13.84
-15.02
-16.25
-17.52
-18.84
-20.21
-21.63
-23.10
-24.61
-26.17
-27.78
-29.44
-31.15
-32.90
-34.71
-36.56
-38.46
-40.40
-42.40
-44.44
-46.53
-48.67
-50.45
-2.00
-1.19
-0.67
-0.30
Top Reinforcing
(mm²/m )
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Bot Reinforcing
(mm²/m )
0.00
0.12
0.47
1.06
1.88
2.94
4.24
5.77
7.54
9.54
11.78
14.25
16.96
19.91
23.09
26.51
30.16
34.05
38.18
42.54
47.14
51.98
57.05
62.36
67.91
73.69
79.71
85.97
92.47
99.21
106.18
113.39
120.84
128.53
136.46
144.62
153.03
161.67
170.56
179.68
189.05
198.66
208.50
218.59
228.92
239.49
248.27
0.00
0.00
0.00
0.00
Minimum
(mm²/m )
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
SHEAR CHECK AT WALL-BASE JUNCTION TO ACI 318 - 2005
Shear force at bottom of wall V = 32.8 kN
Shear stress at bottom of wall v = 0.06 MPa OK
Allowable shear stress vc = 0.59 MPa (based on Wall tensile reinf.)
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Sketch of Wall
Design code: ACI 318 - 2005
2.00
20.20kN/m
1.00
0.60
0.00°
30.00°
kh =0.02g
kv =0.01g
2.35
16.5kPa
Wall type: Cantilever
Theory: Coulomb
0.60
Kas=0.31
Kps=5.93
µ=0.58
V= 32.8kN
v= 0.06MPa
43.5kPa
SFslip = 1.65
vc= 0.59MPa
SFslip (ULS) = 1.02
SFovt = 17.52
SFovt (ULS) = 9.38
Wall Bending Moments
Wall Moments
2.40
2.20
2.00
1.80
1.60
1.40
1.20
1.00
.800
.600
.400
.200
-.200
-.400
Bending moment (kNm)
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Base Bending Moments
Base Moments
Moment max = -50.45kNm @ 2.65m
-5.00
-10.0
-15.0
-20.0
-25.0
-30.0
-35.0
-40.0
-45.0
-50.0
Position (m)
Wall Reinforcement
Wall Reinforcement
2.40
2.20
2.00
Nominal
1.80
1.60
1.40
1.20 Back
1.00
.800
.600
Front
.400
.200
Reinforcement (mm²/m)
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Base Reinforcement
Base Reinforcement
Reinf. max = 248.3mm²/m @ 2.65m
Nominal
1600
1400
1200
1000
800
600
400
200
Nominal
Top
Position (m)
Schematic Reinforcement
Y25@250 (Hor)
Y25@250 (Hor)
Y25@250 (NF)
Y25@250 (FF)
1-R10/m2 clips
1-R10/m2 clips
Y25@250 starters
FRONT
Y25@250 starters
Y25@200 (T1)
Y25@200 (B1)
Y25@200 (T2)
Y25@200 (B2)
SECTION
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Retaining Wall Design : Ver W2.4.01 - 01 Apr 2008
Title : Reservoir wall example
C14
Input Data
H1
H2
H3
Hw
Hr
B
D
(m)
(m)
(m)
(m)
(m)
(m)
(m)
Wall Dimensions
3 C
(m)
0.67 F
(m)
2.6 xf
(m)
2.6 At
(m)
0.36 Ab
(m)
Cov wall
mm
2.35 Cov base mm
Unfactored Live Loads
0.6 W
(kN/m²)
P
(kN)
xp
(m)
0.6 L
(kN/m)
0.6 xl
(m)
50 Lh
(kN/m)
50 x
(m)
General Parameters
(°)
30
Soil frict
(°)
Fill slope
(°)
Wall frict
25
Conc kN/m3
kN/m3
18
Soil
fc'
(MPa)
25
fy
(MPa)
420
Design Parameters
1.5
SF Overt.
SF Slip
1.5
ULS DL Factor
1.4
ULS LL Factor
1.6
Pmax
(kPa)
100
0.5
Soil Poisson
0.9
DL Factor Ovt.
Seepage not allowed
Active pressure applied on back of shear key for sliding
Theory
: Coulomb
Wall type : Cantilever
SEISMIC ANALYSIS SETTINGS:
Seismic Analysis ON/OFF:OFF
Hor Accel. (g)
Vert Accel. (g)
Include LL's
VALUES OF PRESSURE COEFFICIENTS:
Active Pressure coefficient Ka :0.333
Passive Pressure coefficient Kp :3.000
Base frictional constant µ :0.577
FORCES ACTING ON THE WALL AT SLS:
All forces/moments are per m
Description
Destabilizing forces:
Total Active pressure Pa
Triangular W-table press Pw
W-table pr below free water
Free water pressure Pwf
Hydrostatic pressure on bot
of base: uniform portion
Hydrostatic pressure on bot
of base: triangular portion
Stabilizing forces:
Passive pressure on base Pp
Weight of the wall + base
Weight of soil on the base
Hydrostatic pressure on top
of rear portion of base
Hydrostatic pressure on top
of front portion of base
width
FORCES (kN ) and their LEVER ARMS (m )
F Horizontal
Lever arm F Vertical
Lever arm
left (+)
down (+)
0.480
0.523
8.633
23.740
-12.120
0.133
0.133
0.200
1.133
0.000
0.000
0.000
0.000
0.000
0.600
0.600
0.600
0.600
1.475
0.000
1.967
80.250
-3.849
46.107
0.948
1.775
1.775
0.000
0.000
0.223
EQUILIBRIUM CALCULATIONS AT SLS
All forces/moments are per m
width
1.Moment Equilibrium
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Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows:
Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.)
For Stabilizing moment Mr calculate as follows:
Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.)
where l.a. = lever arm of each force.
Stabilizing moment Mr : 153.78 kNm
Destabilizing moment Mo : 28.77 kNm
Safety factor against overturning = Mr/Mo = 5.346
2.Force Equilibrium at SLS
Sum of Vertical forces Pv
Frictional resistance Pfric
Passive Pressure on shear key
Passive pressure on base
=> Total Horiz. resistance Fr
: 122.51 kN
: 70.73 kN
:
0.00 kN
: 12.12 kN
: 82.85 kN
Horizontal sliding force on wall Fhw :
Horizontal sliding force on shear key Fht :
=> Total Horizontal sliding force Fh :
33.38 kN
0.00 kN
33.38 kN
Safety factor against overall sliding = Fr/Fh = 2.482
FORCES ACTING ON THE WALL AT ULS:
All forces/moments are per m
Description
Destabilizing forces:
Total Active pressure Pa
Triangular W-table press Pw
W-table pr below free water
Free water pressure Pwf
Hydrostatic pressure on bot
of base: uniform portion
Hydrostatic pressure on bot
of base: triangular portion
Stabilizing forces:
Passive pressure on base Pp
Weight of the wall + base
Weight of soil on the base
Hydrostatic pressure on top
of rear portion of base
Hydrostatic pressure on top
of front portion of base
width
FORCES (kN ) and their LEVER ARMS (m )
F Horizontal
Lever arm F Vertical
Lever arm
left (+)
down (+)
0.672
0.732
12.086
33.236
-10.908
0.133
0.133
0.200
1.133
0.000
0.000
0.000
0.000
0.000
0.600
0.600
0.600
0.600
1.475
0.000
1.967
72.225
-3.464
41.496
0.948
1.775
1.775
0.000
0.000
0.223
EQUILIBRIUM CALCULATIONS AT ULS
All forces/moments are per m
width
1.Moment Equilibrium
Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows:
Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.)
For Stabilizing moment Mr calculate as follows:
Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.)
where l.a. = lever arm of each force.
Stabilizing moment Mr : 138.40 kNm
Destabilizing moment Mo : 40.27 kNm
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Safety factor against overturning = Mr/Mo = 3.437
2.Force Equilibrium at ULS
Sum of Vertical forces Pv
Frictional resistance Pfric
Passive Pressure on shear key
Passive pressure on base
=> Total Horiz. resistance Fr
: 110.26 kN
: 63.66 kN
:
0.00 kN
: 10.91 kN
: 74.57 kN
Horizontal sliding force on wall Fhw :
Horizontal sliding force on shear key Fht :
=> Total Horizontal sliding force Fh :
46.73 kN
0.00 kN
46.73 kN
Safety factor against overall sliding = Fr/Fh = 1.596
SOIL PRESSURES UNDER BASE AT SLS
Maximum pressure : 79.92 kPa
Minimum pressure : 3.14 kPa
Maximum pressure occurs at left hand side of base
WALL MOMENTS (ULS) AND REINFORCEMENT TO ACI 318 - 2005
Position from
base top (m )
0.00
0.05
0.10
0.14
0.19
0.24
0.29
0.34
0.38
0.43
0.48
0.53
0.58
0.62
0.67
0.72
0.77
0.82
0.86
0.91
0.96
1.01
1.06
1.10
1.15
1.20
1.25
1.30
1.34
1.39
1.44
1.49
1.54
1.58
1.63
1.68
1.73
1.78
1.82
1.87
1.92
Moment
(kNm )
18.60
17.29
16.05
14.87
13.74
12.68
11.67
10.71
9.81
8.96
8.17
7.42
6.71
6.06
5.45
4.88
4.35
3.86
3.41
2.99
2.62
2.27
1.96
1.67
1.42
1.19
0.99
0.81
0.66
0.52
0.41
0.31
0.23
0.17
0.12
0.08
0.05
0.03
0.01
0.00
0.00
Front Reinforcing Back Reinforcing Minimum
(mm²/m )
(mm²/m )
(mm²/m )
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
91.26
84.85
78.74
72.92
67.40
62.17
57.22
52.53
48.11
43.95
40.03
36.36
32.91
29.69
26.69
23.90
21.31
18.91
16.70
14.67
12.82
11.12
9.58
8.19
6.95
5.83
4.84
3.97
3.22
2.56
2.00
1.53
1.14
0.82
0.57
0.37
0.23
0.13
0.06
0.02
0.01
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
PAGE 302
313
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
1.97
2.02
2.06
2.11
2.16
2.21
2.26
2.30
2.35
2.40
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Checked by
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Date
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
BASE MOMENTS (ULS) AND REINFORCEMENT TO ACI 318 - 2005
Position from
left (m )
0.00
0.06
0.12
0.18
0.24
0.30
0.35
0.41
0.47
0.53
0.59
0.65
0.71
0.77
0.83
0.89
0.94
1.00
1.06
1.12
1.18
1.24
1.30
1.36
1.42
1.48
1.53
1.59
1.65
1.71
1.77
1.83
1.89
1.95
2.01
2.06
2.12
2.18
2.24
2.30
2.36
2.42
2.48
2.54
2.60
2.66
2.71
2.77
2.83
2.89
2.95
Moment
(kNm )
-0.00
-0.15
-0.58
-1.31
-2.34
-3.65
-3.93
33.09
30.53
29.15
27.81
26.50
25.23
23.98
22.77
21.59
20.43
19.32
18.23
17.17
16.15
15.15
14.19
13.26
12.36
11.49
10.66
9.85
9.08
8.34
7.63
6.95
6.31
5.69
5.11
4.56
4.04
3.55
3.09
2.66
2.27
1.91
1.58
1.28
1.01
0.77
0.57
0.39
0.25
0.14
0.06
Top Reinforcing
(mm²/m )
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
123.87
117.74
111.77
105.95
100.29
94.79
89.44
84.25
79.21
74.33
69.61
65.04
60.63
56.37
52.27
48.32
44.53
40.89
37.41
34.09
30.92
27.90
25.04
22.33
19.78
17.39
15.14
13.06
11.13
9.35
7.73
6.26
4.94
3.79
2.78
1.93
1.24
0.70
0.31
Bot Reinforcing
(mm²/m )
0.00
0.72
2.86
6.44
11.44
17.88
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Minimum
(mm²/m )
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
1772.94
SHEAR CHECK AT WALL-BASE JUNCTION TO ACI 318 - 2005
PAGE 303
314
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Checked by
Date
Shear force at bottom of wall V = 33.1 kN
Shear stress at bottom of wall v = 0.06 MPa OK
Allowable shear stress vc = 0.59 MPa (based on Wall tensile reinf.)
Sketch of Wall
Design code: ACI 318 - 2005
0.60
0.60
2.35
0.00°
79.9kPa
Wall type: Cantilever
Theory: Coulomb
Ka=0.33
Kp=3.00
3.1kPa
µ=0.58
V= 33.1kN
v= 0.06MPa
vc= 0.59MPa
SFslip = 2.48
SFslip (ULS) = 1.60
SFovt = 5.35
SFovt (ULS) = 3.44
PAGE 304
315
Job Number
Job Title
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Sheet
Checked by
Date
Wall Bending Moments
Wall Moments
2.40
2.20
2.00
1.80
1.60
1.40
1.20
1.00
.800
.600
.400
.200
-.200
-.400
Bending moment (kNm)
Base Bending Moments
Base Moments
Moment max = 33.09kNm @ .301m
35.0
30.0
25.0
20.0
15.0
10.0
5.00
Position (m)
PAGE 305
316
Job Number
Job Title
Software Consultants (Pty) Ltd
Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Sheet
Checked by
Date
Wall Reinforcement
Wall Reinforcement
2.40
2.20
2.00
Nominal
1.80
1.60
1.40
1.20 Back
1.00
.800
.600
Front
.400
.200
Reinforcement (mm²/m)
Base Reinforcement
Base Reinforcement
Reinf. max = 123.9mm²/m @ .636m
Nominal
1600
1400
1200
1000
800
600
400
200
Top
Top
Position (m)
PAGE 306
317
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com
Calcs by
E-Mail : mail@prokon.com
Checked by
Date
Schematic Reinforcement
Y25@250 (Hor)
Y25@250 (Hor)
Y25@250 (NF)
Y25@250 (FF)
1-R10/m2 clips
1-R10/m2 clips
Y25@250 starters
FRONT
Y25@250 starters
Y25@200 (T1)
Y25@200 (B1)
Y25@200 (T2)
Y25@200 (B2)
SECTION
PAGE 307
318
The Study for Basic / Detailed Design and Draft Bidding Documents (Component B)
6.7 Topographic Survey Report
319
Detailed Design Report
Fan Almasaha Office
Irbed DISTRICT
Contents
1.
2.
3.
4.
INTRODUCTION
p.3
DATUM OF ELEVATION
p.3-5
METHOD OF WORK
p.6-13
EQUIPMENTS AND INSTRUMENTS p.14 - 18
PAGE2
320
Fan Almasaha Office
Irbed DISTRICT
1. INTRODUCTION
According to the agreement with Arabtech Jardaneh Engineers & Architects(AJ)
to carry out the survey works of Improvement and Expansion of the Water Distribution
Network in Irbed which include 73 km the survey work as of Irbed District include :1. Longitudinal and topographic Survey works for alignment of the water pipes along
the proposed alignment
2. Plan table survey for Existing pumping station and reservoir
2. DATUM OF ELEVATION:Datum of The Elevation Taken from Royal Jordanian Geographic Centre level
point :DESCRIPTIN
ELEVATION
BH 3
553.221
579.977
BH 4
Point No.
In Irbid –Al-mafraq road
In Irbid - Alstklal Street
PAGE3
321
Fan Almasaha Office
Irbed DISTRICT
PAGE4
322
Fan Almasaha Office
Irbed DISTRICT
PAGE5
323
Fan Almasaha Office
Irbed DISTRICT
3. METHOD OF WORK
Survey works start by checking the Land Department Points and the Royal Jordanian
Center Bench Marks using Topcon Duel Frequency GPS with RTK and making localization to
reach an accuracy of 1cm + 1ppm horizontally and vertically.
Establishing Traverse Points along the proposed line and inside the served areas
Based on the control points full survey taken by Total Station equipments.
List of Reference Point according to Department of Land and survey:-
Point No.
EASTING
NORTHING
IR35
225922.434
223179.297
IR40
231053.835
223000.749
IR41
IR71
232240.492
228972.164
222816.731
221045.08
IR91
230141.041
219854.667
IR93
228037.112
220076.028
IR181
229939.78
214819.71
PAGE6
324
Fan Almasaha Office
Irbed DISTRICT
New control points checked by the GPS
List Of The control points coordinates and elevations:-
Point
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
list of benchmarks-Irbed Water
Easting
Northing
Elevation
232741.52
215386.15
579.66
232747.73
214954.25
581.06
232876.54
216394.14
568.5
233105.99
217551.75
558.82
232362.49
218445.04
560.04
231604.04
217290.22
564.04
231945.32
215613.68
587.34
232016.57
215208.62
592.94
227727.89
216256.82
558.11
227505.34
216105.64
569.79
228492.85
216301.25
592.99
231922.42
215212.04
594.55
231801.15
215556.47
589.49
231565.21
216434.35
581.33
231567.45
215998.65
588.28
231350.44
216421.32
583.99
232067.22
215627.26
584.36
227847.05
215767.96
623.43
228202.9
215814.96
601.41
228525.36
215853.96
625.27
228259.36
216095.06
604.04
228338.64
216080.98
607.57
228309.68
215966.43
611.38
228375.32
215963.93
615.3
231693.77
220788.52
547.77
231309.65
221915.4
579.73
231066.03
222388.24
590.32
231057.29
214263.28
624.76
231057.81
214625.48
621.41
231085.7
214908.68
633.75
231176.19
214945.46
630.38
231363.61
214985.76
623.45
231367.96
214841.78
629.77
231359.7
214701.45
625.01
PAGE7
325
Name
I98
I97
I101
T3
T17
T22
T27
T28
WA34
WA35
WA36
A1
A2
A5
A5A7
A8
AM1
AM2
AM3
AM4
AM5
AM6
AM7
AA1
B29
B34
M1
M2
M3
M4
M5
M6
M7
Fan Almasaha Office
Irbed DISTRICT
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
231618.62
231861.35
230994.9
231298.23
230909.59
230834.09
230716.94
230543.31
230616.72
230317.51
230202.07
230121.56
229650.17
229444.58
229291.22
229104.48
229064.71
228889.39
228749.64
228619.03
228416.56
228364.91
228378.32
228243.38
228121.36
228507.49
228582.91
228701.1
228817.4
228455.78
228471.05
228567.64
228700.51
228829.64
228971.13
229191.44
229204.14
229428.11
229744.2
229808.93
230120.85
230009.1
214378.53
214470.73
215161.13
215301.87
215081.35
215283.44
215547.13
215474.31
215254.57
215448.12
215423.32
215495.3
215571.39
215619.78
215644.98
215672.58
215535.89
215566.91
215337.3
215356.88
215378.04
215506.92
215623.73
215699.59
215581.33
215697.68
215684.86
215692.63
215741.51
216044.3
216177.46
216007.44
215926.05
215949.12
215965.6
216028.25
216086.82
216071.36
216040.77
216075.57
216200.09
216176.63
PAGE8
326
604.77
599.9
627.54
609.34
636.1
624.17
613.2
620.18
627.68
626.82
632.42
627.16
635.42
635.81
629.41
621.84
627.44
612.67
643.82
645.35
635.28
628.93
631.24
614.85
613.29
638.75
636.93
626.91
611.69
609.93
600.31
609.52
609.87
600.66
584.93
597.96
594.21
590.03
599.16
599.05
587.88
588.92
M8
M9
M10
M11
M12
M13
M14
M15
M16
M17
M18
M19
M20
M21
M22
M23
M24
M25
M26
M27
M28
M29
M30
M31
M32
M33
M34
M35
M36
M37
M38
M39
M40
M41
M42
M43
M44
M45
M46
M47
M48
M49
Fan Almasaha Office
Irbed DISTRICT
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
97
98
99
100
101
102
103
104
105
106
107
108
109
110
111
112
113
114
115
116
117
118
229769.06
229770.13
229727.93
229582.5
229343.58
229025.42
228894.93
228879.51
228835.73
228656.98
228522.32
228392.38
228305.64
227904.97
227963.88
228158.94
229564.24
229339.65
229098.28
228797.69
228766.93
228752.06
228733.49
228497.31
228311.99
228330.11
228338.65
228287.19
228300.58
228297.21
228486.08
228500.79
228082.72
227938.98
227721.19
227796.46
227901.2
228028.34
228077.46
227948.85
227688.41
227665.74
216160.92
216377.78
216492.16
216427.35
216408.95
216398.43
216260.79
216368.01
216650.87
216355.33
216408.6
216362.75
216406.08
216365.18
216747.69
217057.31
216539.53
216599.68
216721.1
216978.76
217196.68
217385.65
217598.05
217567.4
217694.82
217785.2
217877.87
217901.98
218094.56
218275.63
218242.57
218360.06
218308.75
218344.84
218386.32
218473.89
218542.13
218657.61
218718.9
218762.12
218803.13
218214.55
PAGE9
327
590.05
577.26
572.88
569.19
567.67
571.59
573.93
566.04
553.63
581.67
590.57
593.93
584.72
573.34
578.37
546.47
575.41
568.94
567.34
566.75
555.49
541.03
530.41
525.64
528.48
540.23
546.93
544.17
559.12
560.85
554.44
541.7
553.59
547.55
529.61
536.05
532.93
521.84
516.2
516.6
516.96
515.68
M50
M51
M52
M53
M54
M55
M56
M57
M58
M59
M60
M61
M62
M63
M64
M65
M66
M67
M68
M69
M70
M71
M72
M73
M74
M75
M76
M77
M78
M79
M80
M81
M82
M83
M84
M85
M86
M87
M88
M89
M90
M91
Fan Almasaha Office
Irbed DISTRICT
119
120
121
122
123
124
125
126
127
128
129
130
131
132
133
134
135
136
137
138
139
140
141
142
143
144
145
146
147
148
149
150
151
152
153
154
155
156
157
158
159
160
227680.36
228956.96
229653.27
229637.01
229614.17
229593.93
229662.58
229659.65
229822.54
229780.35
229550.64
230024.42
230134.15
230307.36
230461.48
230926.83
231038.22
231189.08
231324.58
231362.78
231456.82
231616.29
231807
228280.67
228331.28
228558.15
228689.3
228923.98
229124.66
229333.01
229393.29
229349.17
229605.07
229853.06
230084.88
230355.81
230340.4
229371.99
229268.57
229177.44
228889.79
228925.47
218154.92
216785.7
216585.13
216734.5
216923.16
217016.63
217034.53
217114.9
217129.62
217404.01
217398.24
217418.77
217412.79
217396.11
217394.48
216652.16
216472.52
216186.72
215980.11
215918.18
215764.07
215512.63
215118.41
219089.59
219148.07
219305.71
219327.99
219432.18
219511.3
219596.95
219617.83
219638.19
219694.02
219769.41
219828.42
220062.7
220160.27
219330.78
219306.21
219211.67
219114.09
219103.1
PAGE10
328
509.73
560.68
578.78
585.72
588.36
584.94
583.58
578.61
579.57
565.01
562.37
566.48
567.77
569.5
570.66
583.79
586.07
591.84
593.39
593.54
593.79
595.75
599.46
510.2
512.38
507.39
507.95
505.6
503.81
501.05
500.91
499.56
499.68
498.81
497.93
501.89
498.2
510.93
511.31
515.16
518.14
518.79
M92
M93
M94
M95
M96
M97
M98
M99
M100
M101
M102
M103
M104
M105
M106
M107
M108
M109
M110
M111
M112
M113
M114
M116
M117
M118
M119
M120
M121
M122
M123
M124
M125
M126
M127
M128
M129
M130
M131
M132
M133
M134
Fan Almasaha Office
Irbed DISTRICT
161
162
163
164
165
166
167
168
169
170
171
172
173
174
175
176
177
178
179
180
181
182
183
184
185
186
187
188
189
190
191
192
193
194
195
196
197
198
199
200
201
202
229048.02
228715.25
228558.19
229096.16
229198.88
229288.22
229117.86
229014.28
229309.53
229428.68
229445.16
229486.26
229505.06
229555.05
229630.69
229583.56
229809.45
229926.59
230133.14
230111.75
230198.67
230504.55
230452.42
230156.9
230874.99
230705.23
230581.49
230542.29
230501.11
230360.05
230281.67
230234.08
229975.7
229845.27
229715.99
229471.82
229154.13
228686.42
228872.72
228662.15
228458.24
228428.34
218961.57
218878.33
218973.29
218287.17
218379.88
218479.57
218610.63
218672.5
219001.37
219034.33
218876.91
219162.92
219032.06
218905.18
218937.52
219202.84
219291.85
219329.19
219409.77
219267.04
219233.41
219177.04
219031.06
219097.19
219645.51
219495.1
219377.5
219165.47
218894.03
218713.88
218615.7
218561.81
217996.44
217984.45
218016.62
218120.55
218174.29
219528.57
219560.97
219640.83
219726.36
219628.14
PAGE11
329
526.77
531.33
522.16
532.65
546.23
553.03
550.66
547.9
526.04
524.65
534.29
518.3
525.16
533.31
532.19
517.07
514.97
513.82
512.91
519.13
521.51
532.7
537.41
527.35
543.53
540.17
538.46
538.3
547.75
552.38
558.05
561.11
553.76
549.95
546.1
540.31
530.69
501.08
501.28
498.47
494.26
495.29
M135
M136
M137
M138
M139
M140
M141
M142
M143
M144
M145
M146
M147
M148
M149
M150
M151
M152
M153
M154
M155
M156
M157
M158
M159
M160
M161
M162
M163
M164
M165
M166
M167
M168
M169
M170
M171
M172
M173
M174
M175
M176
Fan Almasaha Office
Irbed DISTRICT
203
204
205
206
207
208
209
210
211
212
213
214
215
216
217
218
219
220
221
222
223
224
225
226
227
228
229
230
231
232
233
234
235
236
237
238
239
240
241
242
243
244
228563.63
228601.76
228278.29
227826.77
227645.08
227561.27
227378.15
227295.98
227092.32
227036.86
226830.6
226670.38
226481.08
226615.9
228117.13
228019.61
228866.68
229177.01
229216.11
229165.86
228959.74
228826.95
228698.01
228417.04
228131.95
230883.4
230964.94
230974.64
231005.21
230884.6
230882.88
231296.6
231471.11
231744.02
231878.62
232498.51
232571.82
232625.38
230931.78
231197.17
231319.94
231263.66
219977.78
220237.29
220309.19
220456.79
220511.81
220319.09
220521.47
220619.12
220824.41
221030.45
221115.04
221282.77
221520.97
221365.66
220136.98
220173.16
220218.58
220204.22
220237.44
220480.99
220706.54
220926.09
221071.41
221241.47
221472.61
220235.96
220266.5
220097.72
219854.32
220411.57
220610.04
220362.12
220362.35
220360.88
220402.89
220463.11
220149.19
219862.82
218272.42
218296.5
218310.03
218346.44
PAGE12
330
494.77
488.07
495.31
511.61
513.56
519.86
509.51
503.1
490.7
484.43
477.17
467.64
458.57
464.37
507.09
509.65
483.84
482.22
481.64
475.56
476.94
483.64
484.75
487.19
484.74
527.74
534.33
535.62
531.97
540.06
554.68
548.62
547.6
543.72
541.57
534.79
537.17
540.97
564.55
565.41
566.11
565.89
M177
M178
M179
M180
M181
M182
M183
M184
M185
M186
M187
M188
M189
M190
M191
M192
M193
M194
M195
M196
M197
M198
M199
M200
M201
M202
M203
M204
M205
M206
M207
M208
M209
M210
M211
M212
M213
M214
M215
M216
M217
M218
Fan Almasaha Office
Irbed DISTRICT
245
246
247
248
249
250
251
252
253
254
255
256
257
258
259
260
261
262
263
264
265
266
267
268
269
270
271
272
273
274
275
276
277
231241.29
231467.65
231726.28
232326.36
232308.02
232395.08
232645.98
232686.42
232691.59
231720.68
231503.92
231334.48
231289.27
231259.49
231224.82
231476.19
231242.38
231042.32
230754.09
230614.95
230471.43
230082.45
231006.99
230982.23
230780.93
230601.29
230187.05
230229.14
231510.29
231589.68
231866.37
227201.55
227018.72
218566.76
218326.66
218366.7
218521.66
218698.03
219095.27
219209.39
218370.81
218279.95
218265.29
218235.22
218220.42
217967.2
217715
217812.95
217387.6
217492.37
217611.81
217797.05
217863.99
217954.6
218027.11
217452.63
217146.13
216643.69
216641.13
216516.63
216404.24
213722.11
213446.91
213532.05
219505.65
219540.33
PAGE13
331
563.43
564.54
560.98
558.08
555.44
553.12
550.26
561.81
561.85
560.66
563.14
566.28
567.93
567.48
569.29
564.36
566.25
569.93
567.85
566.69
564.77
557
571.26
575.13
585.4
587.81
593.31
596.21
618.79
630.46
617.69
507.41
498.29
M219
M220
M221
M222
M223
M224
M225
M226
M227
M228
M229
M230
M231
M232
M233
M234
M235
M236
M237
M238
M239
M240
M241
M242
M243
M244
M245
M246
M247
M248
M249
M250
M251
Fan Almasaha Office
Irbed DISTRICT
3. EQUIPMENTS AND INSTRUMENTS:The following equipment was used for the topographic survey
4-1. Topcon Duel Frequency GPS
Instrument
Type
Model
HIPER
TOPCON
GR3
RECEVER
TOPCON
GB1000
ANTINA
TOPCON
PG-A1
CONTOLER
TOPCON
FC-2000
RADIO
PACIFIC CREST
PDL
4-2. Topcon total station GPT 7000i
4-3. Topcon total station GTS-601C
4-4. Leica total station TC 1800
4-5. Leica Automatic Level NA730
GR-3 Topcon GPS Reserve
PAGE14
332
Fan Almasaha Office
Irbed DISTRICT
Topcon Total Station GTS – 721
PAGE15
333
Fan Almasaha Office
Irbed DISTRICT
PAGE16
334
Fan Almasaha Office
Irbed DISTRICT
PAGE17
335
Fan Almasaha Office
Irbed DISTRICT
Topcon Total Station GTS – 601 C
PAGE18
336
The Study for Basic / Detailed Design and Draft Bidding Documents (Component B)
6.8 Soil Survey Report
Attached in the Draft Bidding Documents.
337
Detailed Design Report