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SEISMIC ANALYSIS SETTINGS: VALUES OF PRESSURE …
8
Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : [email protected] Retaining Wall Design : Ver W2.5.03 - 09 Feb 2011 Title : Reservoir wall example C14 Input Data Wall Dimensions Unfactored Live Loads General Parameters Design Parameters H1 (m) 2.5 C (m) 0.3 W (kN/m²) Soil frict φ (°) 25 SF Overt. 1.5 H2 (m) 0.67 F (m) 0.6 P (kN) Fill slope β (°) SF Slip 1.5 H3 (m) 2.2 xf (m) 1 xp (m) Wall frict δ (°) ULS DL Factor 1.4 Hw (m) 2.3 At (m) 0.25 L (kN/m) ρ Conc kN/m 3 25 ULS LL Factor 1.6 Hr (m) 0.36 Ab (m) 0.25 xl (m) ρ Soil kN/m 3 18 Pmax (kPa) 400 B (m) 0.50 Cov wall mm 50 Lh (kN/m) fcu (MPa) 25 Soil Poisson υ 0.5 D (m) 1.85 Cov base mm 50 x (m) fy (MPa) 450 DL Factor Ovt. 0.9 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 width FORCES (kN ) and their LEVER ARMS (m ) Description F Horizontal Lever arm F Vertical Lever arm left (+) down (+) Destabilizing forces: Total Active pressure Pa 0.329 0.100 -0.000 0.750 Triangular W-table press Pw 0.262 0.100 0.000 0.750 W-table pr below free water 5.886 0.150 0.000 0.750 Free water pressure Pwf 19.620 0.967 0.000 0.750 Hydrostatic pressure on bot 0.000 1.300 of base: uniform portion Hydrostatic pressure on bot 0.000 1.733 of base: triangular portion Stabilizing forces: Passive pressure on base Pp -9.954 0.223 Weight of the wall + base 37.000 1.031 Weight of soil on the base 3.330 0.250 Hydrostatic pressure on top 36.297 1.675 of rear portion of base Hydrostatic pressure on top 0.000 0.250 of front portion of base EQUILIBRIUM CALCULATIONS AT SLS All forces/moments are per m width 1.Moment Equilibrium
Transcript of SEISMIC ANALYSIS SETTINGS: VALUES OF PRESSURE …
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
Retaining Wall Design : Ver W2.5.03 - 09 Feb 2011Title : Reservoir wall example
C14Input Data
�
Wall Dimensions
�
Unfactored Live Loads
�
General Parameters
�
Design Parameters
�
H1 (m)
�
2.5
�
C (m)
�
0.3
�
W (kN/m²)
�
Soil frict f (°)
�
25
�
SF Overt.
�
1.5
�
H2 (m)
�
0.67
�
F (m)
�
0.6
�
P (kN)
�
Fill slope b (°)
�
�
SF Slip
�
1.5
�
H3 (m)
�
2.2
�
xf (m)
�
1
�
xp (m)
�
Wall frict d (°)
�
�
ULS DL Factor
�
1.4
�
Hw (m)
�
2.3
�
At (m)
�
0.25
�
L (kN/m)
�
r Conc kN/m3
�
25
�
ULS LL Factor
�
1.6
�
Hr (m)
�
0.36
�
Ab (m)
�
0.25
�
xl (m)
�
r Soil kN/m3
�
18
�
Pmax (kPa)
�
400
�
B (m)
�
0.50
�
Cov wall mm
�
50
�
Lh (kN/m)
�
�
fcu (MPa)
�
25 Soil Poisson u
�
0.5
�
D (m)
�
1.85
�
Cov base mm
�
50
�
x (m)
�
�
fy (MPa)
�
450
�
DL Factor Ovt.
�
0.9
Seepage not allowedActive 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 width
FORCES (kN ) and their LEVER ARMS (m ) Description F Horizontal Lever arm F Vertical Lever arm left (+) down (+) Destabilizing forces: Total Active pressure Pa 0.329 0.100 -0.000 0.750 Triangular W-table press Pw 0.262 0.100 0.000 0.750 W-table pr below free water 5.886 0.150 0.000 0.750 Free water pressure Pwf 19.620 0.967 0.000 0.750 Hydrostatic pressure on bot 0.000 1.300 of base: uniform portion Hydrostatic pressure on bot 0.000 1.733 of base: triangular portion
Stabilizing forces: Passive pressure on base Pp -9.954 0.223 Weight of the wall + base 37.000 1.031 Weight of soil on the base 3.330 0.250 Hydrostatic pressure on top 36.297 1.675 of rear portion of base Hydrostatic pressure on top 0.000 0.250 of front portion of base
EQUILIBRIUM CALCULATIONS AT SLS All forces/moments are per m width
1.Moment Equilibrium
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
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 : 102.02 kNm Destabilizing moment Mo : 19.91 kNm
Safety factor against overturning = Mr/Mo = 5.124
2.Force Equilibrium at SLS
Sum of Vertical forces Pv : 76.63 kN Frictional resistance Pfric : 35.73 kN Passive Pressure on shear key : 25.81 kN Passive pressure on base : 9.95 kN => Total Horiz. resistance Fr : 71.50 kN
Horizontal sliding force on wall Fhw : 26.10 kN Horizontal sliding force on shear key Fht : 16.50 kN => Total Horizontal sliding force Fh : 42.60 kN
Safety factor against overall sliding = Fr/Fh = 1.678
FORCES ACTING ON THE WALL AT ULS: All forces/moments are per m width
FORCES (kN ) and their LEVER ARMS (m ) Description F Horizontal Lever arm F Vertical Lever arm left (+) down (+) Destabilizing forces: Total Active pressure Pa 0.460 0.100 -0.000 0.750 Triangular W-table press Pw 0.367 0.100 0.000 0.750 W-table pr below free water 8.240 0.150 0.000 0.750 Free water pressure Pwf 27.468 0.967 0.000 0.750 Hydrostatic pressure on bot 0.000 1.300 of base: uniform portion Hydrostatic pressure on bot 0.000 1.733 of base: triangular portion
Stabilizing forces: Passive pressure on base Pp -8.959 0.223 Weight of the wall + base 33.300 1.031 Weight of soil on the base 2.997 0.250 Hydrostatic pressure on top 32.667 1.675 of rear portion of base Hydrostatic pressure on top 0.000 0.250 of front portion of base
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 : 91.81 kNm Destabilizing moment Mo : 27.87 kNm
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
Safety factor against overturning = Mr/Mo = 3.294
2.Force Equilibrium at ULS
Sum of Vertical forces Pv : 68.96 kN Frictional resistance Pfric : 32.16 kN Passive Pressure on shear key : 23.23 kN Passive pressure on base : 8.96 kN => Total Horiz. resistance Fr : 64.35 kN
Horizontal sliding force on wall Fhw : 21.69 kN Horizontal sliding force on shear key Fht : 14.85 kN => Total Horizontal sliding force Fh : 36.54 kN
Safety factor against overall sliding = Fr/Fh = 1.761
SOIL PRESSURES UNDER BASE AT SLS
Maximum pressure : 45.01 kPa Minimum pressure : 13.93 kPa Maximum pressure occurs at left hand side of base
WALL MOMENTS (ULS) AND REINFORCEMENT TO ACI 318 - 2005
Position from Moment Front Reinforcing Back Reinforcing Nominal (0.13%) base top (m ) (kNm ) (mm²/m ) (mm²/m ) (mm²/m )
0.00 17.97 0.00 254.46 325.00 0.04 16.94 0.00 239.90 325.00 0.09 15.93 0.00 225.53 325.00 0.13 14.93 0.00 211.40 325.00 0.18 13.96 0.00 197.58 325.00 0.22 13.00 0.00 184.13 325.00 0.26 12.08 0.00 171.09 325.00 0.31 11.20 0.00 158.54 325.00 0.35 10.35 0.00 146.52 325.00 0.40 9.54 0.00 135.09 325.00 0.44 8.78 0.00 124.28 325.00 0.48 8.06 0.00 114.06 325.00 0.53 7.37 0.00 104.41 325.00 0.57 6.73 0.00 95.32 325.00 0.62 6.13 0.00 86.78 325.00 0.66 5.56 0.00 78.77 325.00 0.70 5.03 0.00 71.26 325.00 0.75 4.54 0.00 64.24 325.00 0.79 4.08 0.00 57.71 325.00 0.84 3.65 0.00 51.63 325.00 0.88 3.25 0.00 45.99 325.00 0.92 2.88 0.00 40.78 325.00 0.97 2.54 0.00 35.98 325.00 1.01 2.23 0.00 31.57 325.00 1.06 1.95 0.00 27.54 325.00 1.10 1.69 0.00 23.86 325.00 1.14 1.45 0.00 20.53 325.00 1.19 1.24 0.00 17.53 325.00 1.23 1.05 0.00 14.83 325.00 1.28 0.88 0.00 12.42 325.00 1.32 0.73 0.00 10.29 325.00 1.36 0.59 0.00 8.42 325.00 1.41 0.48 0.00 6.79 325.00 1.45 0.38 0.00 5.39 325.00 1.50 0.30 0.00 4.19 325.00 1.54 0.23 0.00 3.19 325.00 1.58 0.17 0.00 2.36 325.00 1.63 0.12 0.00 1.69 325.00 1.67 0.08 0.00 1.16 325.00 1.72 0.05 0.00 0.75 325.00 1.76 0.03 0.00 0.45 325.00
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
1.80 0.02 0.00 0.25 325.00 1.85 0.01 0.00 0.11 325.00 1.89 0.00 0.00 0.04 325.00 1.94 0.00 0.00 0.01 325.00 1.98 0.00 0.00 0.00 325.00 2.02 0.00 0.00 0.00 325.00 2.07 0.00 0.00 0.00 325.00 2.11 0.00 0.00 0.00 325.00 2.16 0.00 0.00 0.00 325.00 2.20 0.00 0.00 0.00 325.00
BASE MOMENTS (ULS) AND REINFORCEMENT TO ACI 318 - 2005
Position from Moment Top Reinforcing Bot Reinforcing Nominal (0.13%) left (m ) (kNm ) (mm²/m ) (mm²/m ) (mm²/m )
0.00 -0.00 0.00 0.00 390.00 0.05 -0.07 0.00 0.78 390.00 0.10 -0.28 0.00 3.12 390.00 0.16 -0.63 0.00 7.02 390.00 0.21 -1.11 0.00 12.47 390.00 0.26 -1.74 0.00 19.49 390.00 0.31 -2.50 0.00 28.06 390.00 0.36 -3.41 0.00 38.20 390.00 0.42 -4.45 0.00 49.89 390.00 0.47 -5.63 0.00 63.14 390.00 0.52 -6.95 0.00 77.95 390.00 0.57 -8.42 0.00 94.32 390.00 0.62 -10.01 0.00 0.00 390.00 0.68 -10.45 0.00 0.00 390.00 0.73 14.55 0.00 0.00 390.00 0.78 13.27 148.77 0.00 390.00 0.83 12.57 140.84 0.00 390.00 0.88 11.88 133.12 0.00 390.00 0.94 11.21 125.62 0.00 390.00 0.99 10.56 118.34 0.00 390.00 1.04 9.93 111.28 0.00 390.00 1.09 9.32 104.43 0.00 390.00 1.14 8.73 97.80 0.00 390.00 1.20 8.15 91.39 0.00 390.00 1.25 7.60 85.20 0.00 390.00 1.30 7.07 79.22 0.00 390.00 1.35 6.55 73.46 0.00 390.00 1.40 6.06 67.92 0.00 390.00 1.46 5.58 62.59 0.00 390.00 1.51 5.13 57.49 0.00 390.00 1.56 4.69 52.60 0.00 390.00 1.61 4.28 47.92 0.00 390.00 1.66 3.88 43.47 0.00 390.00 1.72 3.50 39.23 0.00 390.00 1.77 3.14 35.21 0.00 390.00 1.82 2.80 31.41 0.00 390.00 1.87 2.48 27.82 0.00 390.00 1.92 2.18 24.45 0.00 390.00 1.98 1.90 21.30 0.00 390.00 2.03 1.64 18.37 0.00 390.00 2.08 1.40 15.65 0.00 390.00 2.13 1.17 13.15 0.00 390.00 2.18 0.97 10.87 0.00 390.00 2.24 0.79 8.80 0.00 390.00 2.29 0.62 6.95 0.00 390.00 2.34 0.48 5.32 0.00 390.00 2.39 0.35 3.91 0.00 390.00 2.44 0.24 2.72 0.00 390.00 2.50 0.16 1.74 0.00 390.00 2.55 0.09 0.98 0.00 390.00 2.60 0.04 0.43 0.00 390.00
SHEAR CHECK AT WALL-BASE JUNCTION TO ACI 318 - 2005
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
Shear force at bottom of wall V = 29.3 kN Shear stress at bottom of wall v = 0.15 MPa OK Allowable shear stress vc = 0.40 MPa (based on Wall tensile reinf.)
Sketch of Wall
2.3
0 2.2
0
0.6
0
0.6
7
2.5
0
0.3
0
0.00° 0.50
0.25
0.25 1.85
1.00
0.0
0°
Wall type: CantileverTheory: Coulomb
Design code: ACI 318 - 2005
SFovt = 5.12SFovt (ULS) = 3.29
SFslip = 1.68SFslip (ULS) = 1.76
Ka=0.41Kp=2.46
V= 29.3kNv= 0.15MPavc= 0.40MPa
µ=0.47
45.0kPa
13.9kPa
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
Wall Bending Moments
Wall Moments
Mo
me
nt
ma
x =
17
.97
kN
m @
-.3
00
m
-.200
.200
.400
.600
.800
1.00
1.20
1.40
1.60
1.80
2.00
2.20
2.0
0
4.0
0
6.0
0
8.0
0
10
.0
12
.0
14
.0
16
.0
18
.0
He
igh
t (m
)
Bending moment (kNm)
Base Bending Moments
Base Moments Moment max = 14.55kNm @ .628m
-10.0
-8.00
-6.00
-4.00
-2.00
2.00
4.00
6.00
8.00
10.0
12.0
14.0
16.0
.200
.400
.600
.800
1.0
0
1.2
0
1.4
0
1.6
0
1.8
0
2.0
0
2.2
0
2.4
0
2.6
0
Bendin
g m
om
ent (k
Nm
)
Position (m)
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
Wall Reinforcement
Wall Reinforcement
Re
inf.
ma
x =
32
5.0
mm
²/m
@ 2
.20
m
.200
.400
.600
.800
1.00
1.20
1.40
1.60
1.80
2.00
2.20
50
.0
10
0
15
0
20
0
25
0
30
0
He
igh
t (m
)
Reinforcement (mm²/m)
Front
Nominal
Back
Base Reinforcement
Base Reinforcement Reinf. max = 148.8mm²/m @ .714m
20.0
40.0
60.0
80.0
100
120
140
160
180
200
220
240
260
280
300
320
340
360
380
.200
.400
.600
.800
1.0
0
1.2
0
1.4
0
1.6
0
1.8
0
2.0
0
2.2
0
2.4
0
2.6
0
Rein
forc
em
ent (m
m²/
m)
Position (m)
TopBottom
Nominal
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
Schematic Reinforcement
Y10@200
Y10@200 (EF)Y10@200 (EF)
Y10@200 (NF)Y10@200 (Hor)
Y10@200 (FF)
Y10@200 (Hor)
1-R10/m2 clips
1-R10/m2 clips
Y10@200 starters
Y10@200 starters
Y10@200 (T1)
Y10@200 (T2)
Y10@200 (B1)
Y10@200 (B2)
SECTION
FRONT
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