Project
University of Al-Jabal Al-Gharbi (Nalut campus)
Client
Cosmo D&I
Location
Libya, Nalut
Ducksung Alpha Made by
Date
Page
smp
RETAINING WALL design to BS 8110:1997, BS 8002:1994.
Checked
15-Nov-2010 Revision
b jj
BS 8004:1986 etc.
1 Job No
-
STRUCTURE and FORCE DIAGRAMS
F01
DESIGN STATUS:
VALID
DIMENSIONS (mm) H=
3200
B=
2000
Tw =
250
Hw =
0
BI =
400
Tb =
300
Hp =
200
BN =
0
TN =
0
Hn =
0
MATERIAL PROPERTIES 35
N/mm²
γ m =
1.5
460
N/mm²
γ m =
1.05
steel
cover to tension steel =
50
mm
Max allowable design surface crack width (W) =
0.3
mm
Concrete density =
24
kN/m³
Design angle of int'l friction of retained mat'l (Ø) =
34
degree
0
kN/m²
20
kN/m³
13.33
kN/m³
[def [d efau ault lt=2 =2/3 /3*q *q (o (onl nly y app apply ly wh when en Hw >0 >0)) ] =
fcu = fy =
concrete
SOIL PROPERTIES
Wall Geometry Desi esign co cohes hesion of of ret reta ained ned ma mat'l t'l (C (C ) = Density of retained mat'l (q ) =
Submerged Density of retained mat'l (qs ) =
(Only granular backfil considered, considered, "C" = zero)
Design angle of int'l friction of base mat'l (Øb) =
20
degree
ASSUMPTIONS
Design cohesion of base material (Cb ) =
10
kN/m²
a) Wall friction is zero
Density of base material (qb ) =
10
kN/m³
b) Minimum active earth pressure = 0.25qH
200
kN/m²
c) Granular backfill
Allowable Allowable gross ground bearing pressure (GBP) =
13.3 13 .33 3
d)Does not include check of rotational slide/slope failure LOADINGS
10 10
Line load -- live (LQK) =
15
kN/m
Line load -- dead (LGK) =
20
kN/m
Distance of line load from wall (X) = LATERAL FORCES (unfactored)
Force PE =
kN/m²
Surcharge load -- live (SQK) = Surcharge load -- dead (SGK) =
Lever arm
e)Does not include effect of seepage of ground water beneath the wall. f)Does not include deflection check of wall due to lateral earth pressures
1000
mm
h) De Design no not in intended for walls ov over 3.0 m hi high
Ka =
0.28
[ defau default lt ka ka = (1-S (1-SIN IN Ø)/(1 Ø)/(1+SI +SIN N Ø) ] =
0.28 0.2 8
Kp =
2.04
[ default kp = (1+SIN Øb)/(1-SIN Øb) ] =2.04
Kpc =
2.86
[ default kpc = 2kp0.5 ] =
Kac =
1.06
[ 2ka0.5 ]
Moment about TOE
f
2.86
Fult
Mult
(kN)
(m)
(kNm)
(kN)
(kNm)
28.95
LE = 1.067
30.88
1.40
40.53
43.23 20.26
PS(GK) =
9.05
LS = 1.60
14.47
1.40
12.67
PS(QK) =
9.05
LS = 1.60
14.47
1.60
14.47
23.16
PL(GK) =
5.65
LL = 2.36
13.35
1.40
7.92
18.69
PL(QK) =
4.24
LL = 2.36
10.01
1.60
6.79
16.02
PW =
0.00
LW = 0.00
0.00
1.40
Total
56.94
PP =
-6.12
83.19 (LP-HN) = 0.10
-0.60
1.00
0.00
0.00
82.37
121.36
-6.12
-0.60
Project
University of Al-Jabal Al-Gharbi (Nalut campus)
Client
Cosmo D&I
Location
Libya, Nalut
Ducksung Alpha Made by
Date
smp
RETAINING WALL design to BS 8110:1997, BS 8002:1994.
15-Nov-2010
Checked
Revision
bjj
BS 8004:1986 etc.
Restoring
Lateral FORCE (kN)
PE PS(GK) PS(QK) PL(GK) PL(QK) PW P Pp
= = = = = = = =
Lever arm (m)
LE = LS = LS = LL = LL = LW =
Moment (kNm)
1.07 1.60 1.60 2.36 2.36 0.00
OK
F.O.S = 1.50 LOADING OPTION (select critical load combination) EARTH
30.88 14.47 14.47 13.35 10.01 0.00
PS(GK) PS(QK) PL(GK PL(QK) PW
-6.12
(LP-HN) = 0.10
-0.60 Mo = 82.59
Lever arm (m)
Moment (kNm)
0.53 1.00 0.00 1.33 1.33 1.33 1.65
9.14 14.40 0.00 103.75 0.00 35.78 57.75 Mr = 220.81
17.40 14.40 0.00 78.30 0.00 27.00 35.00 172.10
Factor of Safety, Mr / Mo = SLIDING
F01
56.94
Vertical FORCE (kN)
Wall = Base = Nib = Earth = Water = Surcharge = Line load = V=
Moments
28.95 9.05 9.05 5.65 4.24 0.00
Job No
STABILITY CHECKS :
OVERTURNING about TOE (using overall factor of safety instead of partial safety factor) Moments
2
-
EXTERNAL STABILITY
Overturning
Page
(using overall factor of safety instead of partial safety factor) Sum of LATERAL FORCES, P =
PASSIVE FORCE, Pp x Reduction factor (1) = BASE FRICTION ( V TANØb + B Cb ) = Sum of FORCES RESISTING SLIDING, Pr =
56.94
2.67 F.O.S =
> 1.50
OK
1.50
kN
-6.12 kN -82.64 kN -88.76 kN
ed'n factor for passive force = 1.00
Factor of Safety, Pr / P =
1.56
> 1.50
OK
GROUND BEARING FAI Taking moments about centre of base (an ticlockwise "+") : BEARING PRESSURE (KN/m²)
Vertical FORCES (kN)
Wall = 17.40 Base = 14.40 Nib = 0.00 Earth = 78.30 Water = 0.00 Surcharge= 27.00 Line load = 35.00 V = 172.10
ever arm (m
0.48 0.00 1.00 -0.33 -0.33 -0.33 -0.65
0.00 0.24 0.48 0.72 0.96 1.20 1.44 1.68 1.92 0.12 0.36 0.60 0.84 1.08 1.32 1.56 1.80 0
Moment (kNm)
8.27 0.00 0.00 -25.45 0.00 -8.78 -22.75 Mv = -48.71
Moment due to LATERAL FORCES, Mo =
82.59
50
100
kNm 150
Resultant Moment, M = Mv + Mo =
33.88
kNm
Project
University of Al-Jabal Al-Gharbi (Nalut campus)
Client
Cosmo D&I
Location
Libya, Nalut
Ducksung Alpha Made by
smp
RETAINING WALL design to BS 8110:1997, BS 8002:1994.
Checked
Date
Page
15-Nov-2010 Revision
bjj
BS 8004:1986 etc.
Job No
-
F01
OUTER BASE ( per metre length ) γ f = V ult = M ult =
1.46 63.41 21.82
4
BS8110
(default = ult mt / non-factored 1.46 kN kNm (TENSION - BOTTOM FACE)
reference
mm2 mm mm mm2
Table 3.25
centres = Asprov =
390 12 200 565
d z As' Mres
= = = =
244 231.80 0 57.43
mm mm mm2 kNm
100 As/bd = vc = Vres =
0.23% 0.49 119.90
N/mm2 kN
Min. As =
BOTTOM REINFORCEMENT :
φ=
MOMENT of RESISTANCE :
SHEAR RESISTANCE:
< 744 > 390
OK
3.12.11.2.7(b)
OK
3.4.4.4
> 21.82
OK
Table 3.8
> 63.41
OK
3.5.5.2
CHECK CRACK WIDTH IN ACCORDANCE WITH BS8007 :
X= Acr =
56.50 108.61
εm =
mm mm
W=
0 -0.20
BS8007
mm
< 0.30
OK
App. B.2
INNER BASE ( per metre length ) V ult = M ult =
81.35 99.54
kN kNm
(TENSION - TOP FACE) Min. As φ centres Asprov
= = = =
390 16 150 1340
mm2 mm mm mm2
d z As' Mres
= = = =
242 223.22 0 131.08
mm mm mm2 kNm
100 As/bd = vc = Vres =
0.55% 0.66 159.32
N/mm2 kN
TOP REINFORCEMENT :
MOMENT RESISTANCE :
SHEAR RESISTANCE:
CHECK CRACK WIDTH wrt BS8007 :
X= Acr =
80.69 86.81
mm mm
Table 3.25
< 380 > 390
OK OK
3.4.4.4
> 99.54
OK
Table 3.8
> 81.35
OK
(Temperature and shrinkage effects not included) εm = 0 W= 0.22 mm < 0.30 OK
REINFORCEMENT SUMMARY for BASE Type
TOP (DESIGN)
T
φ mm 16
Centers
mm 150
As
Min. As 2
mm 1340
mm2 390
3.12.11.2.7(b)
OK
3.5.5.2
BS8007 App. B.2
Project
University of Al-Jabal Al-Gharbi (Nalut campus)
Client
Cosmo D&I
Location
Libya, Nalut
Ducksung Alpha Made by
smp
RETAINING WALL design to BS 8110:1997, BS 8002:1994.
Checked
Date
Page
15-Nov-2010 Revision
bjj
BS 8004:1986 etc.
Job No
-
F01
APPROXIMATE WEIGHT OF REINFORCEMENT No. WALL
BASE
NIB
SUMMARY
VERTICAL - External face VERTICAL - Internal face TRANSVERSE (Ext.& Int.) TOP (MAIN) BOTTOM (MAIN) TRANSVERSE ( T & B ) WALL STARTERS (Ext.) WALL STARTERS (Int.)
6 9 30
Type
Dia
Length
Unit Wt
Weight
T T T
10 16 10
2980 3028 1000
0.617 1.578 0.617
11.02 43.01 18.50
2128 2096 1000 1025 1265
1.578 0.888 0.888 0.617 1.578
23.51 11.17 19.53 3.79 17.97
80 128 1000
0.617 1.578 0.617
0.30 1.82 1.23
7
T
6 22 6 9
T T T T
16 12 12 10 16
T T T
10 16 10
(assume same reinforcement as wall) INTERNAL FACE (MAIN) 6 EXTERNAL FACE (MAIN) 9 TRANSVERSE (EXT.+ INT.) 2
5
Approx total reinforcement per metre length of wall (kg)
151.8
Diagrams
Project Location
University of Al-Jabal Al-Gharbi (Nalut campus) Libya, Nalut RETAINING WALL design to BS 8110:1997, BS 8002:1994. BS 8004:1986 etc.
DATA FOR DIAGRAMS I sheet 1 of 2
Made by sm
DESIGN STATUS: VALID
IF(ABS(ECCY)>B/1000/2,"BEARING FAIL",IF(ABS(ECCY)>(B/1000)/6,(2*VL)/(3*((B/1000)/2-ABS(ECCY))),(VL/(B/1000)*(1+(6*ABS(ECCY))/(B/1000)))))
IF(ECCY>(B/1000)/6,IF(XX>(B/1000/2-ECCY)*3,0,(((B/1000/2-ECCY)*3-XX)/((B/1000/2-ECCY)*3))*BP),((VL/(B/1000)*(1-(6*ECCY)/(B/1000))))+(B/1000-XX)/(B/1000)*(B (6*ECCY)/(B/1000))))) 2 1 86.05 0 136.88 3 BEARING PRESSURE DIAGRAM 0 0.5 1 1.5 2 2.5 0.2 126.71 3 0.00 0.4 116.55 3 0.6 106.38 3 0.8 96.22 3 2 ^ 50.00 M/ 1 86.05 3 N K 1.2 75.88 3 100.00 1.4 65.72 3 1.6 55.55 3 150.00 1.8 45.39 3 M 2 35.22 3 2 0.00 0 IF(ECCY<0,B/1000-B/1000/50*B24,B/1000/50*B24) 86.05 0 0.00 136.877 BEARING PRESSURE DIAGRAM 1 0.04 134.844 0.00 0.24 0.48 0.72 0.96 1.20 1.44 1.68 1.92 0.12 0.36 0.60 0.84 1.08 1.32 1.56 1.80 2 0.08 132.811 0 3 0.12 130.778 4 0.16 128.745 5 0.20 126.712 2 50 ^ 6 0.24 124.679 M / 7 0.28 122.646 N K 8 0.32 120.613 100 9 0.36 118.580 10 0.40 116.546 11 0.44 114.513 150 12 0.48 112.480 M 13 0.52 110.447 14 0.56 108.414 15 0.60 106.381 16 0.64 104.348 86.05 17 0.68 102.315 BP 0 136.88 18 0.72 100.282 BPE 0.4 116.55 19 0.76 98.249 BPI 0.65 103.84 20 0.80 96.215 BPZ 2 35.22 21 0.84 94.182 22 0.88 92.149 23 0.92 90.116 24 0.96 88.083 25 1.00 86.050 26 1.04 84.017 27 1.08 81.984 28 1.12 79.951 29 1.16 77.918 30 1.20 75.885 31 1.24 73.851 32 1.28 71.818 33 1.32 69.785 34 1.36 67.752 35 1.40 65.719 36 1.44 63.686 37 1.48 61.653 38 1.52 59.620 39 1.56 57.587 40 1.60 55.554 41 1.64 53.520 42 1.68 51.487 43 1.72 49.454 44 1.76 47.421 45 1.80 45.388 46 1.84 43.355 47 1.88 41.322 48 1.92 39.289 49 1.96 37.256 50 2.00 35.22
0 136.877 1 134.844 2 132.811 3 130.778 4 128.745 5 126.712 6 124.679 7 122.646 8 120.613 9 118.580 10 116.546 11 114.513 12 112.480 13 110.447 14 108.414 15 106.381 16 104.348 17 102.315 18 100.282 19 98.249 20 96.215 21 94.182 22 92.149 23 90.116 24 88.083 25 86.050 26 84.017 27 81.984 28 79.951 29 77.918 30 75.885 31 73.851 32 71.818 33 69.785 34 67.752 35 65.719 36 63.686 37 61.653 38 59.620 39 57.587 40 55.554 41 53.520 42 51.487 43 49.454 44 47.421 45 45.388 46 43.355 47 41.322 48 39.289 49 37.256 50 35.223
0.040 0.040 0.040 0.040 0.040 0.040 0.040 0.040 0.040 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
5.475 2.765 5.394 2.508 5.312 2.258 5.231 2.014 5.150 1.777 5.068 1.546 4.987 1.322 4.906 1.104 4.825 0.893 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 46.348 16.185
0.040 0.040 0.040 0.040 0.040 0.040 0.040 0.040 0.040 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
5.475 5.394 5.312 5.231 5.150 5.068 4.987 4.906 4.825 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 46.348
Diagrams
Project Location
University of Al-Jabal Al-Gharbi (Nalut campus) Libya, Nalut RETAINING WALL design to BS 8110:1997, BS 8002:1994.
DATA FOR DIAGRAMS II sheet 1 of 2
BS 8004:1986 etc.
YY= 2.9
0 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 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
MTE= MTLG= MTLQ= MTSG= MTSQ= MTW=
0.00 0.00 0.00 0 0.00 0.00
UTM=
0.00 0.00
0.00 0.06 0.12 0.17 0.23 0.29 0.35 0.41 0.46 0.52 0.58 0.64 0.70 0.75 0.81 0.87 0.93 0.99 1.04 1.10 1.16 1.22 1.28 1.33 1.39 1.45 1.51 1.57 1.62 1.68 1.74 1.80 1.86 1.91 1.97 2.03 2.09 2.15 2.20 2.26 2.32 2.38 2.44 2.49 2.55 2.61 2.67 2.73 2.78 2.84 2.90
0 0 400 400 650 650 2000 2000 0 0 0 0 0
0 300 300 3200 3200 300 300 0 0 0 0 0 0
3200
2000
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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0.00 0.06 0.12 0.17 0.23 0.29 0.35 0.41 0.46 0.52 0.58 0.64 0.70 0.75 0.81 0.87 0.93 0.99 1.04 1.10 1.16 1.22 1.28 1.33 1.39 1.45 1.51 1.57 1.62 1.68 1.74 1.80 1.86 1.91 1.97 2.03 2.09 2.15 2.20 2.26 2.32 2.38 2.44 2.49 2.55 2.61 2.67 2.73 2.78 2.84 2.90
MOMENT DIAGRAM 0
0.12 0.23 0.35 0.46 0.58 0.70 0.81 0.93 1.04 1.16
)
(M L L A W
1.28 1.39 1.51 1.62 1.74 1.86 1.97 2.09 2.20 2.32 2.44 2.55 2.67 2.78 2.90
ULT. MT (KNM)
WALL GEOMETRY 4000 3500 3000 2500
)
m m( L L A W
2000 1500 1000 500 0 0
0 0 0 1
0 .1 0 .2 0 . 3 0 .4 0 . 5 0 .6 0 .7 0 . 8 0 .9
0.00
0 0 0 2
BASE ( mm)
0 0 0 3
0 0 0 4
1
Made by sm
Diagrams
p
Job No F01 Date 15-Nov-10
-(VL/(B/1000)*(1-
0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 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 0 0 0 0 0 0 0 0
5.475 5.394 5.312 5.231 5.150 5.068 4.987 4.906 4.825 4.743 4.662 4.581 4.499 4.418 4.337 4.255 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 77.843
Diagrams
p
Job No F01 Date 15-Nov-10
Project Location
University of Al-Jabal Al-Gharbi (Nalut campus) CRACK WIDTH CALCULATIONS Libya, Nalut RETAINING WALL design to BS 8110:1997, BS 8002:1994.
Made by smp
BS 8004:1986 etc.
WALL MR= 15.06 As/bd= 0.008 X= 75.21 Ic=### STS= 0.0013 ST1= 0.0019 ST2=0 Acr=77.27 W=0.26
MIN SPACING= MSBB= MSBT=
239 744 380
εm= 0.0015 MR= 15.06 AsBB/bd= 0.0023 X= 56.50 Ic= ### STS= 0.0004 ST1= 0.0005 ST2= 0 Acr= 108.61 W= -0.20
εm= -0.0009
MR= 15.06 AsBB/bd= 0.0055 X= 80.69 Ic= ### STS= 0.0012 ST1= 0.0016 ST2= 0 Acr= 86.81 W= 0.22
εm= 0.0011
ASreq = 1321.9 ASBBreq = 0.01 ASBTreq = 1017.93
Job No F01 Date15-Nov-10
fs = 252.03 sprov%= fs = 0.01 sprov%= fs = 232.89 sprov%=
0.84 0.23 0.55
Notes
Disclaimer All advice or information from the British Cement Association and/or Reinfor will evaluate the significance and limitations of its contents and take respon (including that for negligence) for any loss resulting from such advice or inf subcontractors, suppliers or advisors. Users should note that all BCA softwa time to time and should therefore ensure that they are in possession of the l This spreadsheet should be used in compliance with the accompanying publ 8110 and EC2' available from British Cement Association, Telford Avenue, C
Status of spreadsheet Public release version.
Revision history RCC62 Retaining Wall.xls
Date
Version
Action
06-Aug-99
RCC62 v1.0
First public release. Includes β version comments
Page 10
Notes
Page 11
Notes
ed Concrete Council is intended for those who sibility for its use and application. No liability rmation is accepted by the BCA, RCC or their re and publications are subject to revision from atest version. ication 'Spreadsheets for concrete design to BS owthorne, Berkshire RG45 6YS.
Size (kB) 398
Page 12
Notes
Page 13
Notes
Page 14
Notes
Page 15
