The document provides an analysis and design calculation for the basement wall of a proposed food kiosk project. It includes parameters for the wall dimensions, materials, loads, and seismic considerations. Calculations are shown for determining the required reinforcing steel based on the forces from soil and surcharge pressure. The summary design of the wall includes 6 vertical bars spaced at 160mm at the rear face, 24 horizontal bars spaced at 120mm at the rear face, and 8 vertical bars spaced at 120mm at the exposed face.

1. Date :
Client :
Subject :
Project ID SD - KIOSK-MYNLD
ANGEL LA ZA RO & A SSOCIA TES INTERNA TIONA L Cal'c by A.H. Sinconiegue
(Consulting Engineer & Architects) Date Jul-21-2014
Checked by Rhonda Divina A. Rapirap
MAYNILAD Aprroved by Angel Lazaro III. Ph.D
Analysis & Design of Basement Wall Nomenclature Date
PROPOSED FOOD KIOSK
SURCHARGE
d5
d6
t
BASEMENT Seismic Pressure Diag. Surcharge Diag. Soil Pressure Diag. WALL SECTION
Jul-21-2014
Jul-21-2014
Jul-21-2014 Date
PAE
d7
A
B
RB
d1
d2
d3
Psoil
Psur
W1
W2
W3
L
h
d4
HEEL TOE
h1
H
Analysis and Design Refferences :
Fig. A - BASEMENT WALL NOMENCLATURE
1.0 National Structural Code of The Philippines (NSCP) 2010, Volume 1 , 6th Edition for Building, Towers
and other Vertical Srtuctures
by : Association of Structural Engineers in the Philippines. ( ASEP)
2.0 National Structural Code of the Philippines (NSCP) 1997, Volumn 2, 2ND Edition, Bridges
ASD(Allowable Stress Design)
by: Association of Structural Engineers in the Philippines. ( ASEP)
3.0 AASHTO Bridge Design and Specification 2002-2010
by: American Association of State Highway and Transportation Officials (AASHTO)
4.0 Design of Reinforced Concrete ACI 318-05 Code Edition, Seventh Edition
by: Jack C. McCormac & James K. Nelson
Spreadsheet Condition
This spreadsheet is applicable only on non- slopping backfill and the use of this spreadsheet is only
for structure having the same configuration.
Wall Dimensions : Design Notes:
Total height of retaining wall, H mm - Neglect Soil Passive Pressure for Critical Design of Stem - NSCP 5.5.2
Height of the soil at the back of the wall, h1 mm
Height of the soil at the exposed face of the wall, h2 mm - Wall Inertia Effects not considered - NSCP 5.6.4
Stem thickness, t mm
Total length of footing, L mm - Overall Stability with Earthquake Force (Seed & Whitman) - AASHTO 5.8.9.1
Footing thickness, h mm
Surcharge Height, Sh = mm - Factor of Safety in Sliding and Overturning are Reduced to 75% of Original
Value at Earthquake Condition - AASHTO 5.8.9.1A
- Wall analyzed as Propped Beam.
3300
3300
1200
250
1600
400
150

2. Date :
Client :
Subject :
Project ID SD - KIOSK-MYNLD
REFERENCE ANALYSIS AND DESIGN CALCULATION REMARKS
A. WALL PARAMETERS
Total height of retaining wall, H mm
Height of the soil at the back of the wall, h1 mm
Height of the soil at the exposed face of the wall, h2 mm
Stem thickness, t mm
Total length of footing, L mm
Footing thickness, h mm
Surcharge Height, Sh = mm
B. CONCRETE PARAMETERS
3300
3300
1200
250
1600
400
150
Compressive strength @ 28 days, f'c Mpa
Modulus of Elasticity, Ec = 4700√f'c Mpa
Unit weight (normal concrete), γc KN/m3
C. STEEL PARAMETERS
28
24870.06
24
276
MPa (Grade 40) for 12mm and smaller Ø bars , fy Mpa
(to be used for temp. and shrinkage bars)
MPa (Grade 60) for larger Ø bars (>12mm) , fy 414
Mpa
(to be used for main and shear bars)
Modulus of Elasticity, Es Mpa
Main Horizontal bar size at exposed side, Øhe mm
MainVertical bar size at exposed side, Øve mm
Main Horizontal bar size at rear, Øhr mm
Main Vertical bar size at rear, Øvr mm
Main Reinforcement bar size at heel, Øh mm
Main Reinforcement bar size at toe, Øt mm
Temperature bar size, Øtb mm
Stirrup bar size, Øs mm
NSCP II-Sec. 8.7.1
NSCP II-Sec.8.7.2
ANGEL LA ZA RO & A SSOCIA TES INTERNA TIONA L
(Consulting Engineer & Architects)
Jul-21-2014
MAYNILAD
Analysis & Design of Basement Wall Nomenclature
A.H. Sinconiegue
Jul-21-2014
Rhonda Divina A. Rapirap
Jul-21-2014
Angel Lazaro III. Ph.D
Jul-21-2014
Cal'c by
Date
Checked by
Date
Aprroved by
Date
200000
10
10
10
12
12
12
10
12
D. SOIL PARAMETERS
Unit Weight of Soil, ɣs KN/m3
Allowable Bearing Capacity on Site, qall kPa
Surcharge, S kPa
Factor of Saefty against Overturning, FSOT
Factor of Saefty against Sliding, FSSL
Angle of Internal friction of soil, φ °
Backfill Slope angle, β °
E. Seismic Parameter
2.7
2
1.5
30
0.00
Importance Factor, I
Acceleration factor, A
Horizontal Acceleration Coefficient, 0.50*A = kh
Vertical Acceleration Coefficient, kv
Check Horizontal Acceleration, (1-kv)*TAN(φ-β)
Arc tan(kh/(1-kv)) = θ °
F. Miscellaneous Parameters
1
0.40
0.2
0.00
0.46
Consider 1.0 meter strip , b mm
Minimum Concrete Cover, Cc mm
Flexural strength reduction factor, φf
Shear strength reduction factor, φs
Compressive block depth reduction factor, β 1
Normal weight concrete modification factor, λ
Coefficient of Friction, μ =
G. Design Calculation
1000
75
0.9
0.75
1.0
0.5
Calculation for coefficient of active pressure, ka = (1-sinɸ)/(1+sinɸ)
Consider 1.0 meter strip, b = mm
Calculation for active soil force, Psoil = 1/2*ɣs*(h1-h)^2*ka KN
Calculation surcharge force, Psur = (S/ɣs)*(ɣs)*(h1-T)Ka KN
Calculation for negative unfactored moment @ base, Mnneg
Mnneg = Psoil*(h1-h)/7.5 + Psur*(h1-h)/8 KN.m
Calculation for negative factored moment @ base, Muneg = 1.6*Mn KN.m
Convert resultant force into a uniform load
For soil force, w1 = 2*Psoil/(h1-h) KN/m
For surcharge force, w2 = Psur/(h1-h) KN/m
Effective length, leff = (h1 - h) mm
Summation of moment about point B, Ra = Mn/leff + (w1*leff)/3 + (w2*leff)/3 KN
Summation of moment about point A, RB = (w1*leff)/6 + (w2*leff)/2 - Mn/leff KN
Calculation for dist where max moment occur @ shear is zero, x
NSCP II-Sec.5.5.5
NSCP II-Sec.5.5.5
NSCP II-App. (H-9)
NSCP II-App. (H-8)
NSCP I-Sec.407.8.3.1
NSCP I-Sec.409.4.2.1
NSCP I-Sec.409.4.2.3
NSCP I-Sec.410.3.7.3
NSCP I-Sec.411.3.1.1
18
150
11.31
0.85
0.33
1000
25.23
7.569
12.499
19.999
17.4
2.61
2900
24.915
7.884
- x - x2
7.884 2.61 3 = 0 by trial and error , x = 1243.46 mm Derived from shear diag.

3. Calculation for max positive unfactore moment, Mnpos
Mnpos = RB*x - w1*x^3/6*leff - w2*x^2/2 KN.m
Calculation for factore positve moment, Mupos = 1.6*Mnpos 9.382
KN.m
Check if assumed stem thickness is adequate to carry induced load by soil
Calculation for effective thickness, teff = t - cc - Øvr/2 169.00
mm
Coefficient of Resistance, Rn = Mu/ɸf*b*teff
2 MPa
Check for rho min , sqrt(fc')/4*fy
Rho min should not be less than with, 1.4/fy
Therefore adopt rho min, ρmin =
Calculation for rho theoritical, ρ = 0.85*fc'/fy ( 1 - sqrt( 1 - 2*Rn/0.85*fc'))
Calculate for rho balnce, ρb = 0.85*fc'*β1*600 / fy*(600 + fy)
Calculate for rho max, ρmax = 0.75*ρb
Not Aplicable
0.78
0.0032
0.0034
Therefor adopt design rho, ρdes =
Calculation for mechanical ratio, ω = ρdes*fy/fc'
0.0500
Check for the req'd thickness of the stem, treq'd = sqrt(Muneg/(ɸf*fc'*b*ω*(1-0.59*ω)) mm
Vertical Reinforcement Design @ the rear face of the wall :
2
Calculate for minimum vertical steel area, Avmin = 0.0015*b*t mm2
Calcualtion for the total vert. steel area required, Avreq'd = ρdes*b*teff 571.50
mm2
Check for actual vertical steel area required, Aactual mm2
Calculation for provide main steel area, AØvr = PI()*(Øvr)2/4 113.10
mmCalculation for total number bars, N = Aactual/Aøvr 6.0
pcs
Calculation for Spacing, Svr , b/N 160.00
mm
Check vert spacing, 3*t mm
450 mm
Therefore adopt actual spacing, Sactual mm
Therefore use : 6- φ12mm vertical main bars spaced @ 160mm O.C
Check for Shear adequacy of wall:
Calculation for factored shear force, Vu =1.6( MAX( RA & RB)) 39.863
KN
Nominal Shear provided by concrete, Vc = 0.17*λ*SQRT(fc')*b*teff 152.025
KN
Calculation for factored shear provided by concrete, ɸsVc 114.019
KN
Check Vu if < 0.5*ɸsVc KN
Check for development length on bottom of wall footing:
Calculate for, ldc = 0.24*fy*Øvr/λ*SQRT(fc') 226
mm
NSCP I-Sec.410.6.1
NSCP I-Sec.410.6.1
NSCP I-Sec. 414.4.5
NSCP I-Sec. 414.4.5
NSCP I-Sec.411.4.1.1
NSCP I-Sec.411.2
NSCP I-Sec.411.6.6.1
NSCP I-Sec.412.4.2
Derived from moment diag.
Non-compliant
Compliant
Per meter strip
5.863
127.89
Therefore, Assumed thickness is satisfactory
Stem thickness is adequate to carry shear stresses
375
571.50
750.00
450.00
160.00
57.009
NSCP I-Sec.414.4.2
Use rho minimum for design
0.0034
0.0019
N.A
N.A
0.0034
214
Calculate for, ldc = 0.043*fy*Øvr mm
Therefore adopt maximum value above, ldc 226
mm
Check for minumum, ldcmm 200
mm
Therefore adopt for actual development length, ldcact 226
mm
Horizontal Reinforcement Design @ the rear face of the wall:
2
Calculate main steel area provided, Aøhr = PI()*(Øhr)2/4 78.540
mm2
Calculate for total hor. steel area req'd, Ahreq'd = 0.0025*(h1-h)*t 1812.5
mmCalculation for total number of main bar, N = Ahreq'd / Aøhr 24
pcs
Calculation for horizontal spacing, Shr = (h1-h)/N mm
Check hor. spacing : 3*t mm
120
750
450
120
450 mm
Therefore adopt actual spacing, Sactual = mm
Therefore use : 24-Ø10mm horizontal main bar spaced @120mmO.C
Vertical Main Reinforcement Design @ the exposed face of the wall:
Coefficient of resistance, Rn = Mupos/ɸf*b*teff
2 MPa
Check for rho min , sqrt(fc')/4*fy
Rho min should not be less than with, 1.4/fy
Therefore adopt rho min, ρmin =
Calculation for rho theoritical, ρ = 0.85*fc'/fy ( 1 - sqrt( 1 - 2*Rn/0.85*fc'))
Calculate for rho balnce, ρb = 0.85*fc'*β1*600 / fy*(600 + fy)
Calculate for rho max, ρmax = 0.75*ρb
N.A
N.A
Therefor adopt design rho, ρdes =
0.0034
Vertical Reinforcement Design @ the exposed face of the wall :
2
Calculate for minimum vertical steel area, Avmin = 0.0015*b*t 375
mm2
Calcualtion for the total vert. steel area required, Avreq'd = ρdes*b*teff 571.50
mm2
Check for actual vertical steel area required, Aactual 571.50
mm2
Calculation for provide main steel area, AØve = PI()*(Øve)2/4 78.54
mmCalculation for total number bars, N = Aactual/Aøve pcs
Calculation for Spacing, Sve , b/N mm
Check vert. spacing, 3*t mm
120
750
450
450 mm
Therefore adopt actual spacing, Sactual 120
mm
Therefore use: 8 - Ø10mm vertical main bar spaced @ 120mm O.C
Horizontal Reinforcement Design @ the exposed face of the wall:
2
Calculate main steel area provided, Aøhe = PI()*(Øhe)2/4 mm2
Calculate for total hor. steel area req'd, Ahreq'd = 0.0025*(h1-h)*t mmCalculation for total number of main bar, N = Ahreq'd / Aøhe pcs
Calculation for horizontal spacing, Shr = (h1-h)/N mm
Check hor. spacing : 3*t mm
450 mm
Therefore adopt actual spacing, S = mm
NSCP I-Sec.412.4.2
NSCP I-Sec.412.4.1
NSCP I-Sec. 414.4.3
NSCP I-Sec. 414.4.5
NSCP I-Sec. 414.4.5
NSCP I-Sec.410.6.1
NSCP I-Sec.410.6.1
NSCP I-Sec. 414.4.2
Compliant
Full Height of Wall
Non-compliant
Use rho minimum for design
Not Aplicable
0.365
0.0032
0.0034
0.0034
0.0009
78.540
1812.5
24
120
750
450
120
NSCP I-Sec. 414.4.5
NSCP I-Sec. 414.4.5
NSCP I-Sec.414.4.3
NSCP I-Sec. 414.4.5
NSCP I-Sec. 414.4.5
8.0
Full Height of Wall
Sactual Therefore use: 24 - Ø10mm horizontal main bar spaced @ 120mm O.C

4. Fig.1 Pressure Diagram induced by Soil & Surcharge
Note:
As per actual condition of the wall
the reaction induced by the slab at
the above level is considered.
d5
d6
Weights and Forces: Consider 1.0 meter strip
Weight due to concrete wall, W1 = ɣc*(h1-h)*b*t 17.400
KN
Weight due to concrete footing, W2 = ɣc*L*b*h 15.360
KN
Weight to soil backfill, W3 = ɣs*((L-t)/2)*(h1-h)*b 35.235
KN
Reaction induced by slab @ the upper level, RB 5.863
KN
Force induced by the soil backfill, Psoil 25.230
KN
Force induced by surcharge load, Psur 7.569
KN
Moment arm about toe:
Moment arm for soil induced force, d1 = h1/3 1100.00
mm
Moment arm for surcharge force, d2 = h1/2 1650.00
mm
Moment arm for force due to slab above level, d3 = h1 3300.00
mm
Moment arm for soil backfill, d4 = L - (L-t)/4) 1262.50
mm
Moment arm for wight concrete wall, d5 = L/2 800.00
mm
CHECK FOR STABILITY FOR NORMAL CONDITION
A
B
RB
d1
d2
d3
Psoil
Psur
W1
W2
W3
L
h
d4
HEEL TOE
Moment arm for weight of concrete footing, d6 = L/2 mm
Check for factor of safety as per code provision:
Resisting Moment, RM = (RB*d3)+(W1*d5)+(W2*d6)+(W3*d4) KN.m
Overturning Moment, OM = (Psoil*d1) + (Psur*d2) KN.m
Summation for vertical forces, Ry = W1 + W2 + W3 KN
Check for factor of safety against sliding, FSSL = μ*(RY/(Psoil+Psur-RB))
Check for factor of safety against overturning, FSOT= RM/OM
90.042
40.242
67.995
1.26
2.24
Check for allowable soil bearing pressure :
Distance of resultant from toe, X = (RM - OM)/Ry mm
Eccentricity of Resultant Force e = L/2 - X mm
Check if Trapezoidal or Triangular Pressure, L/6 mm
Calculate Minimum Soil Pressure, qumin = (Ry/L)*(1 - 6*e/L) kPa
Calculate for Maximum Soil Pressure, qumax = (Ry/L)*(1 + 6*e/L) kPa
DESIGN OF REINFORCEMENT OF HEEL:
Effective depth of footing to be consider, heff = h - Cc - Øh/2 319.00
mm
Factored Weight due to Soil at Rear Face, W3U = 1.35*(ɣS*((L-t)/2))*(h1-h)*b 47.57
KN
Factored Weight due to concrete at heel portion, WheelU = 1.25*(ɣC*(L-t)/2*h*b) 8.10
KN
Calculate for Factored Shear at the face of top base, Vu = W3U + WheelU 55.67
KN
Caculate for Ultimate bending Moment, Mu = (W3U + WheelU)*((L-t)/4)) 18.788
KN.m
Note : Although it is true that there is some upward soil pressure, the designer choose to neglect it because it is rela-tively
small. This is the unlikely condition that would exist if there occurred a leteral force overload and no asso-ciated
increased vertical loads causing uplift of the heel. The ultimate moment must be due to the factored load
(wt of soil including surcharge and weight of footing on the postion of heel.
Nominal Shear provided by concrete, Vc = 0.17*λ*SQRT(fc')*b*heff 286.96
KN
Calculation for factored shear provided by concrete, ɸsVc KN
2) Mpa
Coefficeint of resistance, Rn = Mu / (ɸf*b*heff
Check for rho min , sqrt(fc')/4*fy
Rho min should not be less than with, 1.4/fy
Therefore adopt rho min, ρmin =
Calculate for theoritical rho, ρ = (0.85*fc'/fy)*(1 - sqrt(1 - 2*Rn/(0.85*fc'))
Calculate for rho balnce, ρb = 0.85*fc'*β1*600 / fy*(600 + fy)
Calculate for rho max, ρmax = 0.75*ρb
732.40
67.60
266.67
Therefore, Basement Retaining Wall is failed against sliding, Provide Shear Key
Therefore, Basement Retaining Wall is safe agaisnt overturning, section increase not needed
When e < L/6 adopt Trapezoidal Pressure
When qumax < qall, therefore section is satisfactory
800.00
215.22
0.205
0.0034
0.0005
The footing thickness h is adeqaute to carry such shear stresses
0.0032
0.0034
Use rho minimum for design
31.725
53.269
N.A
N.A
Non-Compliant
Compliant
Compliant
Compliant
Compliant
Non-compliant
AASHTO 5.8.9.1A
NSCP II-Sec. 5.5.5
AASHTO 5.8.9.1A
NSCP II-Sec. 5.5.5
AASHTO 11.5.5
AASHTO 11.5.5
NSCP I--Sec.411.4.1.1
NSCP I--Sec.411.2
NSCP I--Sec.410.6.1
NSCP I--Sec.410.6.1
Therefore adopt design rho, ρdes =
Not Aplicable
0.0034

5. Calculation for mechanical ratio, ω = ρdes*fy/fc'
0.0500
Check for the req'd thickness of the ft., hreq'd = sqrt(Mu/(ɸf*fc'*b*ω*(1-0.59*ω)) 123.95
mm
The assumed base/footing thickness is satisfactory
2
Calculate for the total req'd steel area, As = ρdes*b*heff 1078.74
mm2
Calculation for main steel area provided, Apro = PI()*(Øh2)/4 113.10
mmCalculation for number of bars per strip, N = As/Apro 10
pcs
Calculation for req'd main bar spacing, Sreq'd = b/N 100
mm
Therefore use: 10 - Ø12mm main steel bar in heel spaced @100mm O.C
Temperature and Shrinkage bar: TOP BARS
For grade 276 bars, steel ratio, ρtemp
0.0020
2
Calculation for req'd steel area,Areq'd = ρtemp*L*h 1280.00
mm22
Calculation for temp and shrink bar provided, Apro = PI()*Øtb/4 78.540
mmCalculation for number of bar per meter strip, N = Areq'd/Apro 17
pcs
Calculate for req'd spacing, Sreq'd = L/N 90
mm
Check for Spacing, 5*h mm
2000
450
450 mm mm
Therefore use: 17 - Ø10mm temperature and shrinkage bar space @90mm O.C
DESIGN OF REINFORCEMENT OF TOE:
Fig. 2 Trapeziodal Pressure Diagram
Note:
- The max. pressure at the
base footing create bending
moment at the stem of wall
and shear. The designer
choose to neglect the soil
on top of footing .
Calculation for dist. From toe to the face of stem, (L-t)/2 mm
Calculation for valu of q1 = qumax - qumin 21.544
kPa
Calculation for value of q2 = (q1*(L-t)/2)/L 9.089
kPa
Compliant
Per meter strip
NSCP I- Sec. 407.13.2.1
NSCP I- Sec 407.13.2.2
NSCP I- Sec 407.13.2.2
675.00
(L-t)/2
R2
R1
qumax
qumin
q2
q1
Calculation for value of R1 = (qumax - q2)*((L-t)/2)*b 29.822
KN
Calculation for value of R2 = 1/2*(q2)*((L-t)/2)*b 3.068
KN
Calculation for factored shear, Vu = 1.6*(R1+R2) 52.623
KN
Calculation for factored moment, Mu = 1.6*(R1*(L-t)/4) + 1.6*(R2*(2/3)*((L-t)/2)) 18.312
KN
Nominal Shear provided by concrete, Vc = 0.17*λ*SQRT(fc')*b*heff 286.96
KN
Calculation for factored shear provided by concrete, ɸsVc
215.22
Coefficeint of resistance, Rn = Mu / (ɸf*b*heff) Mpa
Check for rho min , sqrt(fc')/4*fy
Rho min should not be less than with, 1.4/fy
Therefore adopt rho min, ρmin =
Calculate for theoritical rho, ρ = (0.85*fc'/fy)*(1 - sqrt(1 - 2*Rn/(0.85*fc'))
Calculate for rho balnce, ρb = 0.85*fc'*β1*600 / fy*(600 + fy)
Calculate for rho max, ρmax = 0.75*ρb
Therefore adopt design rho, ρdes =
Calculation for mechanical ratio, ω = ρdes*fy/fc'
Check for the req'd thickness of the ft., hreq'd = sqrt(Mu/(ɸf*fc'*b*ω*(1-0.59*ω)) 122.37
mm
Calculate for the total req'd steel area, As = ρdes*b*heff mm2
Calculation for main steel area provided, Apro = PI()*(Øh2)/4 mm2
Calculation for number of bars per strip, N = As/Apro pcs
Calculation for req'd main bar spacing, Sreq'd = b/N mm
Therefore use: 10 - Ø12mm main steel bar @ toe spaced @100mm O.C
1078.74
113.10
10
100
Temperature and Shrinkage bar: BOT BARS
For grade 276 bars, steel ratio, ρtemp
0.0020
2
Calculation for req'd steel area,Areq'd = ρtemp*L*h 1280.00
mm2
Calculation for temp and shrink bar provided, Apro = PI()*Øtb2/4 mmCalculation for number of bar per meter strip, N = Areq'd/Apro pcs
Calculate for req'd spacing, Sreq'd = L/N mm
Check for Spacing, 5*h mm
450 mm mm
Therefore use: 17 - Ø10mm temperature and shinkage bar @ toe spaced @90mm O.C
N.A
N.A
0.0034
0.0500
The assumed base/footing thickness is satisfactory
0.200
0.0032
0.0034
0.0034
0.0005
78.540
17
90
2000
450
Compliant
Non-compliant
Compliant
NSCP I--Sec.411.4.1.1
NSCP I--Sec.411.2
NSCP I--Sec.410.6.1
NSCP I--Sec.410.6.1
NSCP Sec. 407.13.2.1
NSCP Sec 407.13.2.2
NSCP Sec 407.13.2.2
The footing thickness h is adeqaute to carry such shear stresses
Use rho minimum for design
Not Aplicable

6. Fig. 3 . Passive Earth Pressure
Total active pressure, F = Psoil + Psur 32.799
KN
Vertical Resultant, Ry= 67.995
KN
Required resistant for sliding, Fu =1.5*F 49.199
KN
Friction Resistance , Fr = μ*Ry 33.998
KN
Furnished Resisitance,R = Fu - Fr 15.201
KN
Required height of Shear Key, hT = sqrt(2*R/(ɣs*kp)) 760.00
mm
Height of shear key, hs = hT - h 360.00
mm
Calculation for Coefficient of Passive Pressure, kp = (1 + sinɸ)/(1 - sinɸ)
3.00
Passive Rectangular Pressure at the face of shear key, Pp1 = ɣs*h*hs*b*kp 7.776
KN
Passive Triangular Pressure at the face of shear key, Pp2 = (1/2)*(ɣs)*(hs^2)*b*kp 3.4992
KN
Maximum factored moment, Mu = 1.6*(Pp1*hs/2 + Pp2*(2hs/3)) 3.5831808
KN.m
Use rho min, ρmin
0.0034
Calculation for mechanical ration, ω = ρmin*fy/fc'
0.0500
Calculation for Coefficient of Resistance, Rn = fc'*ω*(1 - 0.59*ω) 1.359
Mpa
Calculate for shear key thickness, a = sqrt(Mu/ɸf*Rn*b) 60.00
mm
Factore shear force, Vu = 1.6*(R) KN
Nominal Shear provided by concrete, Vc = 0.17*λ*SQRT(fc')*b*heff KN
Calculation for factored shear provided by concrete, ɸsVc KN
Summary of Shear Key section : Total Heigth, hsT = hs + Cc + Øvr/2 mm
Total Width, aT = a + Cc + Øvr/2 mm
H. Results & Reinforcement Arragement
BASE SHEAR KEY NOMENCLATURE
24.322
43.275
32.456
Compliant
NSCP I--Sec.411.4.1.1
NSCP I--Sec.411.2
The shear key thickness is adequate to carry such shear stress
Therefore, for the reinforcement of shear key extent the vertical bars at the rear face to the shear key
450.00
150.00
Pp1
Pp2
h
hS
hT
a
R
6- φ12mm space @ 160mm O.C
24-Ø10mm space @
160mm O.C
EXPOSED FACE OF BASEMENT
WALL.
8 - Ø10mm spaced @ SOIL BACKFILL @ REAR
120mm O.C FACE OF THE WALL.
24 - Ø10mm spaced @
120mm O.C
10 - Ø12mm
10 - Ø12mm spaced @100mm O.C
spaced @100mm O.C
TOE HEEL
17 - Ø10mm
space @90mm O.C
17 - Ø10mm
spaced @90mm O.C
REVISION NO. DESCRIPTION OF REVISION DATE CHECKED DATE APPROVED

7. Fig.1 Pressure Diagram induced by Seismic Force & Surcharge
B
d6
Weights and Forces: Consider 1.0 meter strip
Weight due to concrete wall, W1 = ɣc*(h1-h)*b*t 17.400
KN
Weight due to concrete footing, W2 = ɣc*L*b*h 15.360
KN
Weight to soil backfill, W3 = ɣs*((L-t)/2)*(h1-h)*b 35.235
KN
Reaction induced by slab @ the upper level, RB 5.863
KN
Force induced by seismic, PAE = (0.375(kh)(γws)(h1)2) KN
Force induced by surcharge load, Psur KN
14.702
7.569
CHECK FOR STABILITY FOR SEISMIC CONDITION
A
RB
d5
d7
d2
d3
PAE
Psur
W1
W2
W3
L
h
d4
HEEL TOE
Moment arm about toe:
Moment arm for soil induced force, d7 = 2*h1/3 2200.00
mm
Moment arm for surcharge force, d2 = h1/2 1650.00
mm
Moment arm for force due to slab above level, d3 = h1 3300.00
mm
Moment arm for soil backfill, d4 = L - (L-t)/4) 1262.50
mm
Moment arm for wight concrete wall, d5 = L/2 800.00
mm
Moment arm for weight of concrete footing, d6 L/2 800.00
mm
Check for factor of safety as per code provision:
Resisting Moment, RM = (RB*d3)+(W1*d5)+(W2*d6)+(W3*d4) 90.042
KN.m
Overturning Moment, OM = (PAE*d1) + (Psur*d2) 44.832
KN.m
Summation for vertical forces, Ry = W1 + W2 + W3 67.995
KN
Check for factor of safety against sliding, FSSL = μ*(RY/(Psoil+Psur))
AASHTO 5.8.9.1A 2.07 Compliant
NSCP II-Sec. 5.5.5 Thefore, Basement Retaining Wall is safe against sliding, Shear Key is not Needed
AASHTO 5.8.9.1A Check for factor of safety against overturning, FSOT= RM/OM 2.01 Compliant
NSCP II-Sec. 5.5.5 Therefore, Basement Retaining Wall is safe agaisnt overturning, section increase not needed