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Binder 7 267927192-Retaining Wall Design to Bs 8110
Transcript of Binder 7
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ProjectSpreadsheets to BS 8110etc
Client Advisory Group Made by Date Page Location Grid line 1 rc 19-Nov-2015 101
RETAINING WALL design to BS 8110:1997, BS 8002:1994. BS 8004:1986 etc.Checked Revision Job No
Originated from 'RCC62.xls' on CD 1999 BCA for RCC chg R68
IDEALISED STRUCTURE and FORCE DIAGRAMS DESIGN STATUS: VALID
WARNING :
Passive pressure should
only be considered if it
can be guaranteed that
there will be no future
excavation in front of
the wall.
DIMENSIONS (mm)
H = 3200 B = 2750 Tw = 250
Hw = 100 BI = 1000 Tb = 400
Hp = 200 BN = 0 TN = 0
Hn = 0
MATERIAL PROPERTIES
fcu = 35 N/mm gm = 1.5 concrete
fy = 460 N/mm gm = 1.05 steel
cover to tension steel = 50 mm
Max allowable design surface crack width (W) = 0.3 mm
Concrete density = 24 kN/m
SOIL PROPERTIES Wall Geometry
Design angle of int'l friction of retained mat'l () = 30 degree
Design cohesion of retained mat'l (C ) = 0 kN/m (Only granular backfil considered, "C" = zero)
Density of retained mat'l (q ) = 20 kN/m
Submerged Density of retained mat'l (qs ) = 13.33 kN/m [default=2/3*q (only apply when Hw >0) ] =13.33
Design angle of int'l friction of base mat'l (b) = 20 degree ASSUMPTIONS
Design cohesion of base material (Cb ) = 10 kN/m a) Wall friction is zero
Density of base material (qb ) = 10 kN/m b) Minimum active earth pressure = 0.25qH
Allowable gross ground bearing pressure (GBP) = 200 kN/m c) Granular backfill
LOADINGS Surcharge load -- live (SQK) = 10 kN/m e)Does not include effect of seepage of ground
Surcharge load -- dead (SGK) = 10 water beneath the wall.
Line load -- live (LQK) = 15 kN/m f)Does not include deflection check of wall due to
Line load -- dead (LGK) = 20 kN/m lateral earth pressures
Distance of line load from wall (X) = 1000 mm h) Design not intended for walls over 3.0 m high
LATERAL FORCES (unfactored) Ka = 0.33 [ default ka = (1-SIN )/(1+SIN ) ] =0.33
Kp = 2.04 [ default kp = (1+SIN b)/(1-SIN b) ] =2.04
Kpc = 2.86 [ default kpc = 2kp0.5
] = 2.86
Kac = 1.15 [ 2ka0.5
]
Force Lever arm Moment about TOE gf Fult Mult (kN) (m) (kNm) (kN) (kNm)
PE = 34.12 LE = 1.067 36.41 1.40 47.77 50.97
PS(GK) = 10.67 LS = 1.60 17.07 1.40 14.93 23.89
PS(QK) = 10.67 LS = 1.60 17.07 1.60 17.07 27.31
PL(GK) = 6.67 LL = 2.36 15.74 1.40 9.33 22.03
PL(QK) = 5.00 LL = 2.36 11.80 1.60 8.00 18.89
PW = 0.05 LW = 0.03 0.00 1.40 0.07 0.00
Total 67.17 98.09 97.17 143.10
PP = -6.12 (LP-HN) = 0.10 -0.60 1.00 -6.12 -0.60
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REINFORCED CONCRETE COUNCIL
d)Does not include check of rotational slide/slope failure
S u r c h a r g e S , S i n k N / mG K Q K2
L i n e L o a d L , L i n k N / mG K Q K
X
B 1
B N T N
T W
B
HW
Hn
Tb
LP
HP
LL
LS
LW
H
LE
W A T E R
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PILE BEARING CAPACITY CALCULATION BASED ON S.P.T. VALUE
------------------ ------------------
Project Name :
Location :
Borehole No. : BH-1
Date :
------------------ ------------------
MAYERHOF Formula : K1 K2
Skin, Ps = K1 x Nav x As SAND 2.0 400
Bearing, Pb = K2 x Nb x Ab SILT 2.5 250
Ult. Load, Pu = Ps + Pb CLAY 3.0 100
All. Load, Pa = Ps/Fs + Pb/Fb
Factor of safety : Skin, Fs = 2
Bearing, Fb = 3
------------------ ------------------
To calculate allowable soil bearing capacity :
Pile used : Type : s
(c = circular) Width, b = 0.4 m Perimeter: 1.600
(s = square) (= dia. for type c) Ab: 0.160
Qa(conc): 1800
========== ========== ====== ========== ========== ============ =======================
Depth Soil SPT Skin Total Base Working Load
Type N As Fric Skin Load Fs = 2.0 Fb = 3
(m) (m) (kN) (kN) (kN) (KN)
------------------ ------------------ ---------- ------------------ ------------------ -------------------- ---------------------------------------
0.0 SAND 0 0.0 0.0 0.0 0.0 0.0
1.5 SAND 11 2.4 52.8 52.8 704.0 261.1
3.0 SAND 12 2.4 57.6 110.4 768.0 311.2
4.5 SAND 15 2.4 72.0 182.4 960.0 411.2
6.0 SILT 17 2.4 102.0 284.4 680.0 368.9
7.5 SILT 19 2.4 114.0 398.4 760.0 452.5
9.0 SILT 19 2.4 114.0 512.4 760.0 509.5
10.5 SILT 17 2.4 102.0 614.4 680.0 533.9
12.0 SILT 19 2.4 114.0 728.4 760.0 617.5
13.5 SILT 11 2.4 66.0 794.4 440.0 543.9
15.0 SILT 18 2.4 108.0 902.4 720.0 691.2
16.5 SILT 17 2.4 102.0 1,004.4 680.0 728.9
18.0 SILT 19 2.4 114.0 1,118.4 760.0 812.5
19.5 SILT 20 2.4 120.0 1,238.4 800.0 885.9
21.0 SILT 18 2.4 108.0 1,346.4 720.0 913.2
22.5 SILT 14 2.4 84.0 1,430.4 560.0 901.9
24.0 SILT 0 2.4 0.0 1,430.4 0.0 715.2
25.5 SILT 22 2.4 132.0 1,562.4 880.0 1,074.5
27.0 SILT 20 2.4 120.0 1,682.4 800.0 1,107.9
28.5 SILT 20 2.4 120.0 1,802.4 800.0 1,167.9
30.0 SILT 22 2.4 132.0 1,934.4 880.0 1,260.5
31.5 SILT 25 2.4 150.0 2,084.4 1,000.0 1,375.5
33.0 SILT 23 2.4 138.0 2,222.4 920.0 1,417.9
34.5 SILT 23 2.4 138.0 2,360.4 920.0 1,486.9
36.0 SILT 24 2.4 144.0 2,504.4 960.0 1,572.2
37.5 SILT 23 2.4 138.0 2,642.4 920.0 1,627.9
39.0 SILT 25 2.4 150.0 2,792.4 1,000.0 1,729.5
40.5 SILT 26 2.4 156.0 2,948.4 1,040.0 1,820.9
42.0 SILT 50 2.4 300.0 3,248.4 2,000.0 2,290.9
43.5 SILT 2.4 0.0 3,248.4 0.0 1,624.2
45.0 SILT 2.4 0.0 3,248.4 0.0 1,624.2
46.5 SILT 2.4 0.0 3,248.4 0.0 1,624.2
For a designed load of 100 KN, the estimated depth is 16.5m.
Note : 1. The clay skin friction for the top soil layer is assume to be 7.5kN/m2
2. The pile is designed as floating pile where the pile would settle together with the soil and therefore there
is no effective negetive skin friction.
3. The final depth of piles penetration shall be decided on site by load test.
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PILE BEARING CAPACITY CALCULATION BASED ON S.P.T. VALUE
------------------ ------------------
Project Name :
Location :
Borehole No. : BH-1
Date :
------------------ ------------------
MAYERHOF Formula : K1 K2
Skin, Ps = K1 x Nav x As SAND 2.0 400
Bearing, Pb = K2 x Nb x Ab SILT 2.5 250
Ult. Load, Pu = Ps + Pb CLAY 3.0 100
All. Load, Pa = Ps/Fs + Pb/Fb
Factor of safety : Skin, Fs = 2
Bearing, Fb = 3
------------------ ------------------
To calculate allowable soil bearing capacity :
Pile used : Type : s
(c = circular) Width, b = 0.4 m Perimeter: 1.600
(s = square) (= dia. for type c) Ab: 0.160
Qa(conc): 1800
========== ========== ====== ========== ========== ============ =======================
Depth Soil SPT Skin Total Base Working Load
Type N As Fric Skin Load Fs = 2.0 Fb = 3
(m) (m) (kN) (kN) (kN) (KN)
------------------ ------------------ ---------- ------------------ ------------------ -------------------- ---------------------------------------
0.0 SAND 0 0.0 0.0 0.0 0.0 0.0
1.5 SAND 11 2.4 52.8 52.8 704.0 261.1
3.0 SAND 12 2.4 57.6 110.4 768.0 311.2
4.5 SAND 15 2.4 72.0 182.4 960.0 411.2
6.0 SILT 17 2.4 102.0 284.4 680.0 368.9
7.5 SILT 19 2.4 114.0 398.4 760.0 452.5
9.0 SILT 19 2.4 114.0 512.4 760.0 509.5
10.5 SILT 17 2.4 102.0 614.4 680.0 533.9
12.0 SILT 19 2.4 114.0 728.4 760.0 617.5
13.5 SILT 11 2.4 66.0 794.4 440.0 543.9
15.0 SILT 18 2.4 108.0 902.4 720.0 691.2
16.5 SILT 17 2.4 102.0 1,004.4 680.0 728.9
18.0 SILT 19 2.4 114.0 1,118.4 760.0 812.5
19.5 SILT 20 2.4 120.0 1,238.4 800.0 885.9
21.0 SILT 18 2.4 108.0 1,346.4 720.0 913.2
22.5 SILT 14 2.4 84.0 1,430.4 560.0 901.9
24.0 SILT 0 2.4 0.0 1,430.4 0.0 715.2
25.5 SILT 22 2.4 132.0 1,562.4 880.0 1,074.5
27.0 SILT 20 2.4 120.0 1,682.4 800.0 1,107.9
28.5 SILT 20 2.4 120.0 1,802.4 800.0 1,167.9
30.0 SILT 22 2.4 132.0 1,934.4 880.0 1,260.5
31.5 SILT 25 2.4 150.0 2,084.4 1,000.0 1,375.5
33.0 SILT 23 2.4 138.0 2,222.4 920.0 1,417.9
34.5 SILT 23 2.4 138.0 2,360.4 920.0 1,486.9
36.0 SILT 24 2.4 144.0 2,504.4 960.0 1,572.2
37.5 SILT 23 2.4 138.0 2,642.4 920.0 1,627.9
39.0 SILT 25 2.4 150.0 2,792.4 1,000.0 1,729.5
40.5 SILT 26 2.4 156.0 2,948.4 1,040.0 1,820.9
42.0 SILT 50 2.4 300.0 3,248.4 2,000.0 2,290.9
43.5 SILT 2.4 0.0 3,248.4 0.0 1,624.2
45.0 SILT 2.4 0.0 3,248.4 0.0 1,624.2
46.5 SILT 2.4 0.0 3,248.4 0.0 1,624.2
For a designed load of 100 KN, the estimated depth is 16.5m.
Note : 1. The clay skin friction for the top soil layer is assume to be 7.5kN/m2
2. The pile is designed as floating pile where the pile would settle together with the soil and therefore there
is no effective negetive skin friction.
3. The final depth of piles penetration shall be decided on site by load test.
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267927192-Retaining-Wall-Design-to-Bs-81101997-Bs-80021994-Bs-80041986-Etc123141999478-meyerhof-Method-Pile-Capacity-xlsBinder 6Binder6123Binder1123Muwesii 123
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Meyerhof Method Pile Capacity141999478-meyerhof-Method-Pile-Capacity-xls123Binder 6Binder6123Binder1123Muwesii 123
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Binder3123Binder1123Muwesii 123
Binder2123Binder1123Muwesii 123
Muwesii 123
Muwesii 123
Binder4123Binder1123Muwesii 123
Binder2123Binder1123Muwesii 123
Muwesii 123
Binder3123Binder1123Muwesii 123
Binder2123Binder1123Muwesii 123
Muwesii 123
Muwesii 123
Muwesii 123
Muwesii 123
Muwesii 123
Binder1123Muwesii 123
Binder2123Binder1123Muwesii 123
Muwesii 123
Binder3123Binder1123Muwesii 123
Binder2123Binder1123Muwesii 123
Muwesii 123
Muwesii 123
Binder4123Binder1123Muwesii 123
Binder2123Binder1123Muwesii 123
Muwesii 123
Binder3123Binder1123Muwesii 123
Binder2123Binder1123Muwesii 123
Muwesii 123
Muwesii 123
Muwesii 123
Binder5123Binder1123Muwesii 123
Binder2123Binder1123Muwesii 123
Muwesii 123
Binder3123Binder1123Muwesii 123
Binder2123Binder1123Muwesii 123
Muwesii 123
Muwesii 123
Binder4123Binder1123Muwesii 123
Binder2123Binder1123Muwesii 123
Muwesii 123
Binder3123Binder1123Muwesii 123
Binder2123Binder1123Muwesii 123
Muwesii 123
Muwesii 123
Muwesii 123
Muwesii 123
Binder6123Binder1123Muwesii 123
Binder2123Binder1123Muwesii 123
Muwesii 123
Binder3123Binder1123Muwesii 123
Binder2123Binder1123Muwesii 123
Muwesii 123
Muwesii 123
Binder4123Binder1123Muwesii 123
Binder2123Binder1123Muwesii 123
Muwesii 123
Binder3123Binder1123Muwesii 123
Binder2123Binder1123Muwesii 123
Muwesii 123
Muwesii 123
Muwesii 123
Binder5123Binder1123Muwesii 123
Binder2123Binder1123Muwesii 123
Muwesii 123
Binder3123Binder1123Muwesii 123
Binder2123Binder1123Muwesii 123
Muwesii 123
Muwesii 123
Binder4123Binder1123Muwesii 123
Binder2123Binder1123Muwesii 123
Muwesii 123
Binder3123Binder1123Muwesii 123
Binder2123Binder1123Muwesii 123
Muwesii 123
Muwesii 123
Muwesii 123
Muwesii 123
Muwesii 123
Muwesii 123
Muwesii 123
