beam idea

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 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.411.2


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




Calculation for rho theoritical, = 0.85*fc'/fy ( 1 - sqrt( 1 - 2*Rn/0.85*fc'))



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


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 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


Coefficeint of resistance, Rn = Mu / (f*b*heff2) Mpa




Calculate for theoritical rho, = (0.85*fc'/fy)*(1 - sqrt(1 - 2*Rn/(0.85*fc'))



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


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


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


Calculation for factored shear provided by concrete, sVc

Coefficeint of resistance, Rn = Mu / (f*b*heff) Mpa




Calculate for theoritical rho, = (0.85*fc'/fy)*(1 - sqrt(1 - 2*Rn/(0.85*fc'))



Therefore adopt design rho, des =


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


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



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 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

beam idea

Documents