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Date :
Client :
Subject :
PROPOSED FOOD KIOSK
SURCHARGE
BASEMENT WALL SECTIONSoil Pressure Diag.Surcharge Diag.Seismic Pressure Diag.
Analysis & Design of Basement Wall Nomenclature Date
(Consulting Engineer & Architects) Date Jul-21-2014
Checked by Rhonda Divina A. Rapirap
Jul-21-2014
Jul-21-2014
MAYNILAD Aprroved by Angel Lazaro III. Ph.D
Jul-21-2014 Date
Project ID SD - KIOSK-MYNLD
ANGEL LAZARO & ASSOCIA TES INTERNA TIONA L Cal'c by A.H. Sinconiegue
PAE
d7
A
BRB
d1
d2
d3
Psoil
Psur
W1
W2
W3
L
h
d4
TOEHEEL
d5
d6
t
h1
H
Analysis and Design Refferences :
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
400
150
1600
Fig. A - BASEMENT WALL NOMENCLATURE
BASEMENT WALL SECTIONSoil Pressure Diag.Surcharge Diag.Seismic Pressure Diag.
-
Date :
Client :
Subject :
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
Compressive strength @ 28 days, f'c Mpa
Modulus of Elasticity, Ec = 4700f'c Mpa
Unit weight (normal concrete), c KN/m3
C. STEEL PARAMETERS
MPa (Grade 40) for 12mm and smaller bars , fy Mpa
(to be used for temp. and shrinkage bars)
MPa (Grade 60) for larger bars (>12mm) , fy Mpa
(to be used for main and shear bars)
Modulus of Elasticity, Es Mpa
Main Horizontal bar size at exposed side, he mm
MainVertical bar size at exposed side, ve mm
Main Horizontal bar size at rear, hr mm
Main Vertical bar size at rear, vr mm
Main Reinforcement bar size at heel, h mm
Main Reinforcement bar size at toe, t mm
Temperature bar size, tb mm
Stirrup bar size, s mm
NSCP II-Sec.8.7.2
NSCP II-Sec. 8.7.1
REFERENCE REMARKSANALYSIS AND DESIGN CALCULATION
ANGEL LAZARO & ASSOCIA 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
12
10
12
276
150
3300
3300
1200
250
1600
28
400
24870.06
24
SD - KIOSK-MYNLDProject ID
414
200000
10
10
10
12
12
D. SOIL PARAMETERS
Unit Weight of Soil, s 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,
Backfill Slope angle,
E. Seismic Parameter
Importance Factor, I
Acceleration factor, A
Horizontal Acceleration Coefficient, 0.50*A = kh
Vertical Acceleration Coefficient, kv
Check Horizontal Acceleration, (1-kv)*TAN(-)
Arc tan(kh/(1-kv)) =
F. Miscellaneous Parameters
Consider 1.0 meter strip , b mm
Minimum Concrete Cover, Cc mm
Flexural strength reduction factor, f
Shear strength reduction factor, s
Compressive block depth reduction factor, 1
Normal weight concrete modification factor,
Coefficient of Friction, =
G. Design Calculation
Calculation for coefficient of active pressure, ka = (1-sin)/(1+sin)
Consider 1.0 meter strip, b = mm
Calculation for active soil force, Psoil = 1/2*s*(h1-h)^2*ka KN
Calculation surcharge force, Psur = (S/s)*(s)*(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 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
NSCP II-Sec.5.5.5
NSCP II-Sec.5.5.5
NSCP II-App. (H-9)
NSCP II-App. (H-8)
18
150
11.31
0.85
0.00
2.7
2
1.5
30
12.499
19.999
1000
25.23
7.569
0.33
1
0.40
0.2
0.00
0.46
75
1000
0.9
0.75
1.0
0.5
17.4
2.61
2900
24.915
7.884
Calculation for dist where max moment occur @ shear is zero, x
- x - x2
= 0 by trial and error , x = mm7.884 2.61 3 Derived from shear diag.1243.46
-
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 KN.m
Check if assumed stem thickness is adequate to carry induced load by soil
Calculation for effective thickness, teff = t - cc - vr/2 mm
Coefficient of Resistance, Rn = Mu/f*b*teff2
MPa
Check for rho min , sqrt(fc')/4*fy
Rho min should not be less than with, 1.4/fy
Therefore adopt rho min, min =
Calculation for rho theoritical, = 0.85*fc'/fy ( 1 - sqrt( 1 - 2*Rn/0.85*fc'))
Calculate for rho balnce, b = 0.85*fc'*1*600 / fy*(600 + fy)
Calculate for rho max, max = 0.75*b
Therefor adopt design rho, des =
Calculation for mechanical ratio, = des*fy/fc'
Check for the req'd thickness of the stem, treq'd = sqrt(Muneg/(f*fc'*b**(1-0.59*)) mm
Vertical Reinforcement Design @ the rear face of the wall :
Calculate for minimum vertical steel area, Avmin = 0.0015*b*t mm2
Calcualtion for the total vert. steel area required, Avreq'd = des*b*teff mm2
Check for actual vertical steel area required, Aactual mm2
Calculation for provide main steel area, Avr = PI()*(vr)2/4 mm
2
Calculation for total number bars, N = Aactual/Avr pcs
Calculation for Spacing, Svr , b/N mm
Check vert spacing, 3*t mm
450 mm
Therefore adopt actual spacing, Sactual mm
Therefore use : 6- 12mm vertical main bars spaced @ 160mm O.C
Check for Shear adequacy of wall:
Calculation for factored shear force, Vu =1.6( MAX( RA & RB)) KN
Nominal Shear provided by concrete, Vc = 0.17**SQRT(fc')*b*teff KN
Calculation for factored shear provided by concrete, sVc KN
Check Vu if < 0.5*sVc KN
Check for development length on bottom of wall footing:
Calculate for, ldc = 0.24*fy*vr/*SQRT(fc') mm226
39.863
152.025
114.019
Not Aplicable
169.00
0.78
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
NSCP I-Sec. 414.4.5
NSCP I-Sec. 414.4.5
NSCP I-Sec.410.6.1
NSCP I-Sec.410.6.1
Compliant
Per meter strip
Derived from moment diag.
Non-compliant
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
571.50
113.10
6.0
160.00
0.0500
NSCP I-Sec.414.4.2
Use rho minimum for design
0.0034
0.0019
N.A
N.A
9.382
0.0032
0.0034
0.0034
Calculate for, ldc = 0.24*fy*vr/*SQRT(fc') mm
Calculate for, ldc = 0.043*fy*vr mm
Therefore adopt maximum value above, ldc mm
Check for minumum, ldcmm mm
Therefore adopt for actual development length, ldcact mm
Horizontal Reinforcement Design @ the rear face of the wall:
Calculate main steel area provided, Ahr = PI()*(hr)2/4 mm
2
Calculate for total hor. steel area req'd, Ahreq'd = 0.0025*(h1-h)*t mm2
Calculation for total number of main bar, N = Ahreq'd / Ahr pcs
Calculation for horizontal spacing, Shr = (h1-h)/N mm
Check hor. spacing : 3*t mm
450 mm
Therefore adopt actual spacing, Sactual = mm
Therefore use : 24-10mm horizontal main bar spaced @120mmO.C
Vertical Main Reinforcement Design @ the exposed face of the wall:
Coefficient of resistance, Rn = Mupos/f*b*teff2
MPa
Check for rho min , sqrt(fc')/4*fy
Rho min should not be less than with, 1.4/fy
Therefore adopt rho min, min =
Calculation for rho theoritical, = 0.85*fc'/fy ( 1 - sqrt( 1 - 2*Rn/0.85*fc'))
Calculate for rho balnce, b = 0.85*fc'*1*600 / fy*(600 + fy)
Calculate for rho max, max = 0.75*b
Therefor adopt design rho, des =
Vertical Reinforcement Design @ the exposed face of the wall :
Calculate for minimum vertical steel area, Avmin = 0.0015*b*t mm2
Calcualtion for the total vert. steel area required, Avreq'd = des*b*teff mm2
Check for actual vertical steel area required, Aactual mm2
Calculation for provide main steel area, Ave = PI()*(ve)2/4 mm
2
Calculation for total number bars, N = Aactual/Ave pcs
Calculation for Spacing, Sve , b/N mm
Check vert. spacing, 3*t mm
450 mm
Therefore adopt actual spacing, Sactual mm
Therefore use: 8 - 10mm vertical main bar spaced @ 120mm O.C
Horizontal Reinforcement Design @ the exposed face of the wall:
Calculate main steel area provided, Ahe = PI()*(he)2/4 mm
2
Calculate for total hor. steel area req'd, Ahreq'd = 0.0025*(h1-h)*t mm2
Calculation for total number of main bar, N = Ahreq'd / Ahe 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. 414.4.3
226
NSCP I-Sec.412.4.1
NSCP I-Sec. 414.4.5
NSCP I-Sec. 414.4.5
NSCP I-Sec. 414.4.2
NSCP I-Sec.410.6.1
NSCP I-Sec.410.6.1
NSCP I-Sec.412.4.2
NSCP I-Sec.412.4.2
Non-compliant
Compliant
Full Height of Wall
Use rho minimum for design
Not Aplicable
0.365
0.0032
0.0034
0.0034
0.0009
120
750
450
120
226
78.540
1812.5
24
214
78.540
1812.5
24
120
750
120
375
571.50
571.50
78.54
N.A
N.A
0.0034
450
120
120
750
450
226
200
NSCP I-Sec.414.4.3
NSCP I-Sec. 414.4.5
NSCP I-Sec. 414.4.5
NSCP I-Sec. 414.4.5
NSCP I-Sec. 414.4.5
8.0
Full Height of Wall
Therefore adopt actual spacing, Sactual = mm
Therefore use: 24 - 10mm horizontal main bar spaced @ 120mm O.C
120
-
Fig.1 Pressure Diagram induced by Soil & Surcharge
Note:
Weights and Forces: Consider 1.0 meter strip
Weight due to concrete wall, W1 = c*(h1-h)*b*t KN
Weight due to concrete footing, W2 = c*L*b*h KN
Weight to soil backfill, W3 = s*((L-t)/2)*(h1-h)*b KN
Reaction induced by slab @ the upper level, RB KN
Force induced by the soil backfill, Psoil KN
Force induced by surcharge load, Psur KN
Moment arm about toe:
Moment arm for soil induced force, d1 = h1/3 mm
Moment arm for surcharge force, d2 = h1/2 mm
Moment arm for force due to slab above level, d3 = h1 mm
Moment arm for soil backfill, d4 = L - (L-t)/4) mm
Moment arm for wight concrete wall, d5 = L/2 mm
As per actual condition of the wall
the reaction induced by the slab at
the above level is considered.
5.863
25.230
7.569
1100.00
17.400
15.360
35.235
1650.00
3300.00
1262.50
800.00
CHECK FOR STABILITY FOR NORMAL CONDITION
A
BRB
d1
d2
d3
Psoil
Psur
W1
W2
W3
L
h
d4
TOEHEEL
d5
d6
Moment arm for wight concrete wall, d5 = L/2 mm
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 = *(RY/(Psoil+Psur-RB))
Check for factor of safety against overturning, FSOT= RM/OM
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 - h/2 mm
Factored Weight due to Soil at Rear Face, W3U = 1.35*(S*((L-t)/2))*(h1-h)*b KN
Factored Weight due to concrete at heel portion, WheelU = 1.25*(C*(L-t)/2*h*b) KN
Calculate for Factored Shear at the face of top base, Vu = W3U + WheelU KN
Caculate for Ultimate bending Moment, Mu = (W3U + WheelU)*((L-t)/4)) 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**SQRT(fc')*b*heff KN
Calculation for factored shear provided by concrete, sVc KN
Coefficeint of resistance, Rn = Mu / (f*b*heff2) Mpa
Check for rho min , sqrt(fc')/4*fy
Rho min should not be less than with, 1.4/fy
Therefore adopt rho min, min =
Calculate for theoritical rho, = (0.85*fc'/fy)*(1 - sqrt(1 - 2*Rn/(0.85*fc'))
Calculate for rho balnce, b = 0.85*fc'*1*600 / fy*(600 + fy)
Calculate for rho max, max = 0.75*b
732.40
67.60
266.67
90.042
40.242
67.995
1.26
2.24
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
800.00
215.22
0.205
0.0005
319.00
47.57
8.10
55.67
18.788
286.96
The footing thickness h is adeqaute to carry such shear stresses
0.0032
0.0034
0.0034
Use rho minimum for design
31.725
53.269
N.A
N.A
Compliant
Compliant
Non-Compliant
Compliant
Non-compliant
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, des =
Not Aplicable
0.0034
-
Calculation for mechanical ratio, = des*fy/fc'
Check for the req'd thickness of the ft., hreq'd = sqrt(Mu/(f*fc'*b**(1-0.59*)) mm
Calculate for the total req'd steel area, As = des*b*heff mm2
Calculation for main steel area provided, Apro = PI()*(h2)/4 mm
2
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 - 12mm main steel bar in heel spaced @100mm O.C
Temperature and Shrinkage bar: TOP BARS
For grade 276 bars, steel ratio, temp
Calculation for req'd steel area,Areq'd = temp*L*h mm2
Calculation for temp and shrink bar provided, Apro = PI()*tb2/4 mm
2
Calculation 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 - 10mm 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 kPa
Calculation for value of q2 = (q1*(L-t)/2)/L kPa
17
90
2000
450
0.0020
1280.00
78.540
123.95
1078.74
113.10
10
100
The assumed base/footing thickness is satisfactory
0.0500
21.544
9.089
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 q2 = (q1*(L-t)/2)/L kPa
Calculation for value of R1 = (qumax - q2)*((L-t)/2)*b KN
Calculation for value of R2 = 1/2*(q2)*((L-t)/2)*b KN
Calculation for factored shear, Vu = 1.6*(R1+R2) KN
Calculation for factored moment, Mu = 1.6*(R1*(L-t)/4) + 1.6*(R2*(2/3)*((L-t)/2)) KN
Nominal Shear provided by concrete, Vc = 0.17**SQRT(fc')*b*heff KN
Calculation for factored shear provided by concrete, sVc
Coefficeint of resistance, Rn = Mu / (f*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, min =
Calculate for theoritical rho, = (0.85*fc'/fy)*(1 - sqrt(1 - 2*Rn/(0.85*fc'))
Calculate for rho balnce, b = 0.85*fc'*1*600 / fy*(600 + fy)
Calculate for rho max, max = 0.75*b
Therefore adopt design rho, des =
Calculation for mechanical ratio, = des*fy/fc'
Check for the req'd thickness of the ft., hreq'd = sqrt(Mu/(f*fc'*b**(1-0.59*)) mm
Calculate for the total req'd steel area, As = des*b*heff mm2
Calculation for main steel area provided, Apro = PI()*(h2)/4 mm
2
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 - 12mm main steel bar @ toe spaced @100mm O.C
Temperature and Shrinkage bar: BOT BARS
For grade 276 bars, steel ratio, temp
Calculation for req'd steel area,Areq'd = temp*L*h mm2
Calculation for temp and shrink bar provided, Apro = PI()*tb2/4 mm
2
Calculation 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 - 10mm 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
18.312
286.96
215.22
9.089
29.822
3.068
52.623
78.540
17
90
2000
450
0.0020
1280.00
122.37
1078.74
113.10
10
100
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 407.13.2.2
NSCP Sec 407.13.2.2
NSCP Sec. 407.13.2.1
The footing thickness h is adeqaute to carry such shear stresses
Use rho minimum for design
Not Aplicable
-
Fig. 3 . Passive Earth Pressure
Total active pressure, F = Psoil + Psur KN
Vertical Resultant, Ry= KN
Required resistant for sliding, Fu =1.5*F KN
Friction Resistance , Fr = *Ry KN
Furnished Resisitance,R = Fu - Fr KN
Required height of Shear Key, hT = sqrt(2*R/(s*kp)) mm
Height of shear key, hs = hT - h mm
Calculation for Coefficient of Passive Pressure, kp = (1 + sin)/(1 - sin)
Passive Rectangular Pressure at the face of shear key, Pp1 = s*h*hs*b*kp KN
Passive Triangular Pressure at the face of shear key, Pp2 = (1/2)*(s)*(hs^2)*b*kp KN
Maximum factored moment, Mu = 1.6*(Pp1*hs/2 + Pp2*(2hs/3)) KN.m
Use rho min, min
Calculation for mechanical ration, = min*fy/fc'
Calculation for Coefficient of Resistance, Rn = fc'**(1 - 0.59*) Mpa
Calculate for shear key thickness, a = sqrt(Mu/f*Rn*b) mm
Factore shear force, Vu = 1.6*(R) KN
Nominal Shear provided by concrete, Vc = 0.17**SQRT(fc')*b*heff KN
Calculation for factored shear provided by concrete, sVc KN
Summary of Shear Key section : Total Heigth, hsT = hs + Cc + vr/2 mm
Total Width, aT = a + Cc + vr/2 mm
H. Results & Reinforcement Arragement
BASE SHEAR KEY NOMENCLATURE
24.322
43.275
32.456
3.4992
3.5831808
0.0034
0.0500
1.359
60.00
3.00
7.776
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
32.799
67.995
49.199
33.998
15.201
760.00
360.00
Pp1
Pp2
h
hS
hT
a
R
H. Results & Reinforcement Arragement
6- 12mm space @ 160mm O.C
24-10mm space @
160mm O.C
EXPOSED FACE OF BASEMENT
WALL.
8 - 10mm spaced @ SOIL BACKFILL @ REAR
120mm O.C FACE OF THE WALL.
24 - 10mm spaced @
120mm O.C
10 - 12mm
10 - 12mm spaced @100mm O.C
spaced @100mm O.C
TOE HEEL
17 - 10mm
space @90mm O.C
17 - 10mm
spaced @90mm O.C
REVISION NO. DESCRIPTION OF REVISION DATE CHECKED DATE APPROVED
-
Fig.1 Pressure Diagram induced by Seismic Force & Surcharge
Weights and Forces: Consider 1.0 meter strip
Weight due to concrete wall, W1 = c*(h1-h)*b*t KN
Weight due to concrete footing, W2 = c*L*b*h KN
Weight to soil backfill, W3 = s*((L-t)/2)*(h1-h)*b KN
Reaction induced by slab @ the upper level, RB KN
Force induced by seismic, PAE = (0.375(kh)(ws)(h1)2) KN
Force induced by surcharge load, Psur KN
14.702
7.569
35.235
5.863
17.400
15.360
CHECK FOR STABILITY FOR SEISMIC CONDITION
A
BRB
d5
d7
d2
d3
PAE
Psur
W1
W2
W3
L
h
d4
TOEHEEL
d6
Moment arm about toe:
Moment arm for soil induced force, d7 = 2*h1/3 mm
Moment arm for surcharge force, d2 = h1/2 mm
Moment arm for force due to slab above level, d3 = h1 mm
Moment arm for soil backfill, d4 = L - (L-t)/4) mm
Moment arm for wight concrete wall, d5 = L/2 mm
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 = (PAE*d1) + (Psur*d2) KN.m
Summation for vertical forces, Ry = W1 + W2 + W3 KN
Check for factor of safety against sliding, FSSL = *(RY/(Psoil+Psur))
Check for factor of safety against overturning, FSOT= RM/OMAASHTO 5.8.9.1A 2.01 Compliant
NSCP II-Sec. 5.5.5 Therefore, Basement Retaining Wall is safe agaisnt overturning, section increase not needed
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
44.832
67.995
90.042
800.00
800.00
3300.00
1262.50
2200.00
1650.00
01 Fig & Loads.pdf02 Normal Condition.pdf03 Seismic Condition.pdf