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Date :

Client :

Subject :

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

MAYNILAD Aprrov

Project

A NGEL LA ZA RO & A SSOCIA TES INTERNA TIONA L Cal'c by

(Consulting Engineer & Architects) Date

Checke

Jul-21-2014 Date

Soil Pressure Diag.Surcharge Diag.Seismic Pressure Diag.

Analysis & Design of Basement Wall Nomenclature Date

PROPOSED FOOD KIOSK

Fig. A - BASEMENT WALL NOMENCLATURE

SURCHARGE

BASEMENT WALL SECTION

PAE

d7

A

B

d1

d2

d

Psoil

Psur

W1

W2

W3

L

d4

HEEL

d5

d6

t

H

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Date :

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Subject :

A. WALL PARAMETERS

Total height of retaining wall, H

Height of the soil at the back of the wall, h1

Height of the soil at the exposed face of the wall, h2

Stem thickness, t

Total length of footing, L

Footing thickness, h

Surcharge Height, Sh =

B. CONCRETE PARAMETERS

Compressive strength @ 28 days, f'c

Modulus of Elasticity, Ec = 4700f'c

Unit weight (normal concrete), c

C. STEEL PARAMETERS

MPa (Grade 40) for 12mm and smaller bars , fy

(to be used for temp. and shrinkage bars)

MPa (Grade 60) for larger bars (>12mm) , fy

(to be used for main and shear bars)

Modulus of Elasticity, Es

Main Horizontal bar size at exposed side, he

MainVertical bar size at exposed side, ve

Main Horizontal bar size at rear, hr

Main Vertical bar size at rear, vr

Main Reinforcement bar size at heel, hMain Reinforcement bar size at toe, t

Temperature bar size, tb

Stirrup bar size, s

D. SOIL PARAMETERS

Unit Weight of Soil, s

Allowable Bearing Capacity on Site, qall

Surcharge, S

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

Minimum Concrete Cover, CcFlexural strength reduction factor, f

Shear strength reduction factor, s

Proje

A NGEL LA ZA RO & A SSOCIA TES INTERNA TIONA L

(Consulting Engineer & Architects)

Jul-21-2014

MAYNILAD

Analysis & Design of Basement Wall Nomenclature

Cal'c

Date

Chec

Date

Aprro

Date

REFERENCE ANALYSIS AND DESIGN CALCULATION

NSCP II-Sec. 8.7.1

NSCP II-Sec.8.7.2

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

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Calculation for max positive unfactore moment, Mnpos

Mnpos= RB*x - w1*x^3/6*leff - w2*x^2/2

Calculation for factore positve moment, Mupos= 1.6*Mnpos

Check if assumed stem thickness is adequate to carry induced load by soil

Calculation for effective thickness, teff= t - cc - vr/2

Coefficient of Resistance, Rn = Mu/f*b*teff2

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, t req'd= sqrt(Muneg/(f*fc'*b**(1-0.59*))

Vertical Reinforcement Design @ the rear face of the wall :

Calculate for minimum vertical steel area, Avmin = 0.0015*b*t

Calcualtion for the total vert. steel area required, Avreq'd= des*b*teff

Check for actual vertical steel area required, Aactual

Calculation for provide main steel area, Avr= PI()*(vr)2/4

Calculation for total number bars, N = Aactual/Avr

Calculation for Spacing, Svr , b/N

Check vert spacing, 3*t

450

Therefore adopt actual spacing, Sactual

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))

Nominal Shear provided by concrete, Vc = 0.17**SQRT(fc')*b*teff

Calculation for factored shear provided by concrete, sVc

Check Vu if < 0.5*sVc

Check for development length on bottom of wall footing:

Calculate for, ldc = 0.24*fy*vr/*SQRT(fc')

Calculate for, ldc = 0.043*fy*vr

Therefore adopt maximum value above, ldc

Check for minumum, ldcmm

Therefore adopt for actual development length, ldcact

Horizontal Reinforcement Design @ the rear face of the wall:

Calculate main steel area provided, Ahr = PI()*(hr)2/4

Calculate for total hor. steel area req'd, Ahreq'd= 0.0025*h1*t

Calculation for total number of main bar, N = Ahreq'd/ Ahr

Calculation for horizontal spacing, Shr = h1/N

Check hor. spacing : 3*t

450

Therefore adopt actual spacing, Sactual=

Therefore use : 27-10mm horizontal main bar spaced @120mmO.C

Vertical Main Reinforcement Design @ the exposed face of the wall:

Coefficient of resistance, Rn = Mupos/f*b*teff2

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

NSCP I-Sec. 414.4.5

NSCP I-Sec.414.4.2

Use rho minimum for design

Therefore, Assumed thickness is satisfactory

Stem thickness is adequate to carry shear stresses

Use rho minimum for design

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.410.6.1

NSCP I-Sec.410.6.1

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.412.4.2

NSCP I-Sec. 414.4.5

Not Aplicable

NSCP I-Sec.412.4.1

NSCP I-Sec. 414.4.3

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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

Weight due to concrete footing, W2 = c*L*b*h

Weight to soil backfill, W3 = s*((L-t)/2)*(h1-h)*b

Reaction induced by slab @ the upper level, RB

Force induced by the soil backfill, Psoil

Force induced by surcharge load, Psur

Moment arm about toe:

Moment arm for soil induced force, d1 = h1/3

Moment arm for surcharge force, d2 = h1/2

Moment arm for force due to slab above level, d3 = h1

Moment arm for soil backfill, d4 = L - (L-t)/4)

Moment arm for wight concrete wall, d5 = L/2

Moment arm for weight of concrete footing, d6 = L/2

Check for factor of safety as per code provision:

Resisting Moment, RM = (RB*d3)+(W1*d5)+(W2*d6)+(W3*d4)

Overturning Moment, OM = (Psoil*d1) + (Psur*d2)

Summation for vertical forces, Ry = W1 + W2 + W3

Check for factor of safety against sliding, FSSL= *(RY/(Psoil+Psur))

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

Eccentricity of Resultant Force e = L/2 - X

Check if Trapezoidal or Triangular Pressure, L/6

Calculate Minimum Soil Pressure, qumin = (Ry/L)*(1 - 6*e/L)

Calculate for Maximum Soil Pressure, qumax = (Ry/L)*(1 + 6*e/L)

DESIGN OF REINFORCEMENT OF HEEL:

Effective depth of footing to be consider, heff= h - Cc - h/2

Factored Weight due to Soil at Rear Face, W3U= 1.35*(S*((L-t)/2))*(h1-h)*b

Factored Weight due to Soil at Rear Face, WheelU = 1.25*(C*(L-t)/2*h*b)

CHECK FOR STABILITY FOR NORMAL CONDITION

AASHTO 11.5.5

AASHTO 11.5.5

AASHTO 5.8.9.1A

NSCP II-Sec. 5.5.5

AASHTO 5.8.9.1A

NSCP II-Sec. 5.5.5

Therefore, Basement Retaining Wall is failed against sliding, Provide Shear Key

Therefore, Basement Retaining Wall is safe agaisnt overturning, section increase not neede

When e < L/6 adopt Trapezoidal Pressure

When qumax < qall, therefore section is satisfactory

As per actual

the reaction i

the above lev

A

BRB

d1

d2

d3

Psoil

Psur

W1

W2

W3

L

h

d4

TOEHEEL

d5

d6

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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*))

Calculate for the total req'd steel area, As = des*b*heff

Calculation for main steel area provided, Apro= PI()*(h2)/4

Calculation for number of bars per strip, N = As/A pro

Calculation for req'd main bar spacing, S req'd= b/N

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*b*h

Calculation for temp and shrink bar provided, Apro= PI()*tb2/4

Calculation for number of bar per meter strip, N = Areq'd/Apro

Calculate for req'd spacing, Sreq'd= L/N

Check for Spacing, 5*h

450 mm

Therefore use: 11 - 10mm temperature and shrinkage bar space @140mm O.C

DESIGN OF REINFORCEMENT OF TOE:

Fig. 2 Trapeziodal Pressure Diagram

Note:

The ma

base fo

momen

and she

choose

on top

Calculation for dist. From toe to the face of stem, (L-t)/2

Calculation for valu of q1 = qumax- qumin

Calculation for value of q2 = (q1*(L-t)/2)/L

Calculation for value of R1 = (qumax- q2)*((L-t)/2)*b

Calculation for value of R2 = 1/2*(q2)*((L-t)/2)*b

Calculation for factored shear, Vu = 1.6*(R1+R2)

Calculation for factored moment, Mu = 1.6*(R1*(L-t)/4) + 1.6*(R2*(2/3)*((L-t)/2))

Nominal Shear provided by concrete, Vc = 0.17**SQRT(fc')*b*heffCalculation for factored shear provided by concrete, sVc

Coefficeint of resistance, Rn = Mu / (f*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, 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 = d *fy/fc'

The footing thickness h is adeqaute to carry such shear stresses

Use rho minimum for design

Not Aplicable

NSCP I--Sec.411.2

NSCP I--Sec.410.6.1

NSCP I--Sec.410.6.1

NSCP I--Sec.411.4.1.1

NSCP I- Sec. 407.13.2.1

NSCP I- Sec 407.13.2.2

NSCP I- Sec 407.13.2.2

The assumed base/footing thickness is satisfactory

(L-t)/2

R2

R1

qumax

qumin

q2

q1

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Fig. 3 . Passive Earth Pressure

Total active pressure, F = Psoil + Psur

Vertical Resultant, Ry=

Required resistant for sliding, Fu =1.5*F

Friction Resistance , Fr = *Ry

Furnished Resisitance,R = Fu - FrRequired height of Shear Key, hT= sqrt(2*R/(s*kp))

Height of shear key, hs = hT- h

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

Passive Triangular Pressure at the face of shear key, Pp2 = (1/2)*(s)*(hs^2)*b*kp

Maximum factored moment, Mu = 1.6*(Pp1*hs/2 + Pp2*(2hs/3))

Use rho min, min

Calculation for mechanical ration, = min*fy/fc'

Calculation for Coefficient of Resistance, Rn = fc'**(1 - 0.59*)

Calculate for shear key thickness, a = sqrt(Mu/f*Rn*b)

Factore shear force, Vu = 1.6*(R)

Nominal Shear provided by concrete, Vc = 0.17**SQRT(fc')*b*heff

Calculation for factored shear provided by concrete, sVc

Summary of Shear Key section : Height, hs

Width, a

H. Results & Reinforcement Arragement

6- 12mm space

27-10mm

160mm O.C

EXPOSED FACE OF BASEMENT

WALL.

8 - 10mm spaced @ SOIL BACKFILL @

120mm O.C FACE OF THE WAL

13 - 10mm spaced @

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 shea

NSCP I--Sec.411.4.1.1

NSCP I--Sec.411.2

BASE SHEAR KEY NOMENCLATURE

P

h

hS

hT

a

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DESCRIPTION OF REVISION DATE CHECKEDREVISION NO.

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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

Weight due to concrete footing, W2 = c*L*b*h

Weight to soil backfill, W3 = s*((L-t)/2)*(h1-h)*b

Reaction induced by slab @ the upper level, RB

Force induced by seismic, PAE

= (0.375(kh)(ws)(h1)2)

Force induced by surcharge load, Psur

Moment arm about toe:

Moment arm for soil induced force, d7 = 2*h1/3

Moment arm for surcharge force, d2 = h1/2

Moment arm for force due to slab above level, d3 = h1

Moment arm for soil backfill, d4 = L - (L-t)/4)

Moment arm for wight concrete wall, d5 = L/2

Moment arm for weight of concrete footing, d6 L/2

Check for factor of safety as per code provision:

Resisting Moment, RM = (RB*d3)+(W1*d5)+(W2*d6)+(W3*d4)

Overturning Moment, OM = (PAE*d1) + (Psur*d2)

Summation for vertical forces, Ry = W1 + W2 + W3

Check for factor of safety against sliding, FSSL= *(RY/(Psoil+Psur))

Check for factor of safety against overturning, FSOT= RM/OM

CHECK FOR STABILITY FOR SEISMIC CONDITION

35.23

5.86

17.40

15.36

14.707.56

3300.0

1262.5

2200.0

1650.0

90.04

800.0

800.0

AASHTO 5.8.9.1A 2.0

NSCP II-Sec. 5.5.5 Thefore, Basement Retaining Wall is safe against sliding, Shear Key is not Needed

44.83

67.99

AASHTO 5.8.9.1A 2.0

NSCP II-Sec. 5.5.5 Therefore, Basement Retaining Wall is safe agaisnt overturning, section increase not needed

A

BRB

d5

d7

d2

d3

PAE

Psur

W1

W2

W3

L

h

d4

TOEHEEL

d6

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