analysis and design of reinforced concrete reservoir

5/21/2018 Analysis and Design of Reinforced Concrete Reservoir

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Analysisanddesignofreinforcedconcretereservoir

foracapacityof115m3

Translated and Presented By: Civilax.com


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Analysis and design of reinforced concrete reservoir

for a ca acit of 115 m3

DESIGNOFASUPPORTEDFORRESERVOIRCAPACITY115m3

1. General

Information.

1.1. Geometry.

Type: a reservoir for storing water for human consumption shall be deemed,

under section 2.1.1 ACI 350.3-01 circular tank

is classified as reinforced concrete slab with

free wall-no-Flexible 2.2 (1).

Volume : Storage equal to 115 cubic meters.

Radio : Interior (D) of 7.00 m.

Alturas : Effective water storage height (Hl) equal to

3.00 m.

Depth buried (He) equal to 1.00

meters.

Height Total of wall (HW) equal to 4.00

m.

Arrow design for the dome (Fc) equal to

Light over 10 thus 7.00 / 10 =

0.70 meters.

Thickness of walls : tw = 0.20 meters.

Thickness of the Dome : Ce = 0.10 meters with a widening 0.15

meters at 1 meter from the dome-wall junction.

Thickness of Foundation : Hz = 0.25 meters.

Flown Foundation : v = 0.50 meters.


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1.2. Materials.

Strength of Concrete : f'c = 210 Kg / cm2at 28 days.

It's Concrete : According to ACI 350M-01 section 8.5.1 =

15100 f ' c= 218819.79 Kg / cm2.steel fy : 4200 Kg / cm

2.

1.3. Used regulations.

Code Requirements for Environmental Engineering Concrete Structures (ACI

350M-01) And Commentary (ACI 350RM-01), ACI Committee 350 Reported By.

Seismic Design of Liquid-Containing Concrete Structures (ACI 350.3-01)

and Commentary (350.3R-01), Reported by ACI Committee 350.

Design Considerations for Environmental Engineering Concrete Structures

(ACI 350.4R-04), Reported by ACI Committee 350.

Concrete Structures for Containment of Hazardous Materials (ACI 350.2R-

04), Reported by ACI Committee 350.

Tightness Testing of Environmental Engineering Concrete Structures (ACI

350.1-01) and Commentary (350.1R-01), Reported by ACI Committee 350.

Environmental Engineering Concrete Structures (ACI 350.R-89), Reported

by ACI Committee 350.

Building Code Requirements for Structural Concrete (ACI 318M-08) and

Commentary, ACI Committee 318 Reported by.

Technical Standard for Buildings "Earthquake-resistant Design" E-030.

2.Analysis (according Methodology Appendix A of ACI 350.3-01).

2.1. Static Seismic Analysis.

The results presented were evaluated in Excel spreadsheets and Sap2000

program.

Calculation of Effective Mass, according to ACI 350.3-01 Section 9.5.2:

M uro weight(Ww) + Dome weight(Wr) 5466.34kg

M uro weight(Ww) 4330.55kg

Dome weight(Wr) 1135.79kg

Interiordiameter(D ) 7.00m

EffectiveLiquidheight (Hl) 3.00m

Effective loop coeff icientM () (for DeadWeight) 0.66

EffectiveloopM(We)(byDeadWeight) 3985.34kg


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Calculation of Effective Mass of the stored liquid, impulsive component

(Wi) and convective component (Wc) as ACI 350.3-01 Section 9.3.1:

MTotalLiquidhandleacenadoAlm(Wl) 115000.00kg

D/Hl

2.33

Wi/Wl 0.48

Wc/Wl

0.49

EquivalentWeightrapporteurCo mIm pu ls iv aW i 54946.11kg

EquivalentWeightrapporteurCo mConvectiveWc 56665.44kg

Calculating the combined natural vibration frequency (wi) of the structure

and the liquid stored impulsive component as ACI 350.3-01 section 9.3.4


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Hl/D 0.43

Coef. Fo rdet.FrequencyFund. Tank l iquid (Cw) 0.156

Muro thickness(tw) 0.20m

Innerri mradius R 3.50m

Coef. Fo rdet.FrequencyFund. Tank l iquid (Cl) 0.373

Resistance to pre ssur eCom Concrete (f'c) 210.00kg/cm

Moduleofelasticityofconcrete(Ec) 21458.90MPa

Concretedensity(c) 2.40kN.S2/m

Freq.Circ.Th em od e vibration compulsive im (wi) 371.92rad/

Fundper io d. Rocking Tank+Co m p. Im compulsive (Ti) 0.0169s

Calculate the frequency of vibration of the convective component (wc) as

ACI 350.3-01 Section 9.3.4:


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Ac ce le ra ti on dueto gravity(g ) 9.81m/s2

10,426

Freq.circularvibration pr im erm convective pe ri od(wc) 3.94rad

/

s

Naturalpe ri odofpr im erm convective pe ri od(Tc) 1.59s

Parameters for Calculating Seismic Force as ACI 350.3-01 NTE section 4.2

and E-030:

The area factor corresponding to the Seismic Zone ACI 350.3 is similar to

the values specified in the NTE E-030 Section 2.1. Being in the high hazard

area shall be taken as Zone 3 with an acceleration of 0.30 g (NTE as E-

030), which is equivalent to Zone 4 ACI 350.3-01.

As for the parameter value of the soil, according to NTE 030 E-Type S3

corresponds to a value of 1.4, this time also the value is very similar to

that proposed by ACI 350.3-01.

The NTE E-030, ranks as reservoirs Essential Building (A) that corresponds

to the factor 1.5. NTE is seen that the E-030 does not have categories for

major reservoirs such as ACI 350.3-01, which categorizaramos this model in

the second type corresponding to reservoirs intended to remain in use for

emergency purposes in seismic events. For this model we use the highest

value of 1.5.


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The Sharpe ratio Response Modification or seismic force reduction if we

used the NTE E-030 would have a value of 6, as in the previous parameter,

we see that the ACI 350.3-01 delivery values for different types of

reservoirs, and more NTE restrictive than the E-030. AL factors needed for

impulsive and convective components will use the values Rwi Rwc = 2.75 and

= 1.00 (type b).


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Calculating spectral amplification factors Ci and Cc, as ACI 350.3-01

section 4.2:

Co ef f ic ien t rep res en tin gt he c h a ra c teris t ic soft he s o i l (S ) 1.40

Spectralamplification fa ct orAm fo rm ov . HorizontalCi 1.96

Spectralamplification fa ct orAm fo rm ov . HorizontalCc 1.37

Calculation of the maximum displacement of the liquid contents (dmax) as

ACI 350.3-01 Section 7.1:


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Factorzo ne (Z ) 0.40

Im importance fa ct or (I ) 1.50

MarginShiftMaxim um en tVerticalliquidcontent(d max ) 4.04m

Calculate the height of the center of gravity location of impulsive and

convective components as ACI 350.3-01 Section 9.3.2:

hi/Hl 0.375

HeightatcenterofG ravedadofComp. Im pu ls iv a (hi) 1.13m

hc/Hl 0.58

HeightatcenterofG ravedadofComp. Convective (hc) 1.75m

Calculation of dynamic lateral forces, according to ACI 350.3-01 Section

4.1.1:


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Factorzone (Z ) 0.40

Im importancefa ctor(I ) 1.50

Coeffic ientrepresenting th e characteristicsofth e soi l (S ) 1.40

Coef. From MENDMENT Im pu ls iv as ResponseForces (Rwi) 2.75

Coef. From MENDMENTConvectiveResponseForces (Rwc) 1.00

Effective WeightTankM uro (.Ww) 2849.55kg

DomeTankweight(Wr) 1135.79kg

EquivalentWeightrapporteurComIm pu ls iv a Wi 54946.11kg

EquivalentWeightrapporteurComConvective Wc 56665.44kg

Spectralamplificationfa ctorAm fo rmov .HorizontalCi 1.96

Spectralamplificationfa ctorAm fo rmov .HorizontalCc 1.37

InertialForceLateralAc ce le ra tion ofMuro(Pw) 1709.73

LateralAc ce lera tion InertialForceDome (Pr) 681.47

LateralForcepu ls iva Im (Pi) 32967.67kg

ConvectiveLateralForce(Pc) 65390.96kg

2.2. Horizontal Dynamic Spectral Analysis.

Initial Parameters and Formulation of Inelastic Spectra:

The following values specified in the static analysis will be taken:

Factorzone (Z ) 0.40

Im importancefa ct or(I ) 1.50

Coeffic ientrepresenting th e characteristicsofth e soi l (S ) 1.40

Coef. From MENDMENTIm pu ls iv as ResponseForces (Rwi) 2.75

Coef. From MENDMENTConvective ResponseForces (Rwc) 1.00

Spectralamplificationfa ct orAm fo rmov .HorizontalCi 1.96

Spectralamplificationfa ct orAm fo rmov .HorizontalCc 1.37

The Design Spectrum for assessing inertial forces produced by the wall +

dome + impulsive component, will be as follows.


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ODEUNRESERVORIOAPOYADAOFCONCRETOARMADOPARAUNACAPACIDADDE115m3


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The Spectrum Design for Convective Component shall:

For both parameters records were taken Static Analysis.


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Modeling the Impulsive and convective mass:

Criteria developed by Housner, GW which can be found in "Dynamic Pressure

on Fluid Containers", Technical Information (TID) Document 7024, Chapter 6,

and Appendix F, U.S. Atomic Energy Commission, 1963. This model gives good

approximation take compared to more sophisticated models such as that

presented Graham and Rodriguez (1952).

A three dimensional model is built and a hub are assigned to map the

impulsive component weight (W = 54.95 Tn) to a hi (1.13 m) tall. Knots hi

level were modeled to have the same displacement and Wi simulate the mass

moving with the tank walls. The first mode of vibration obtained was

0.1955s, 0.0169s compared to that obtained in the calculation of Ti.

The convective component was modeled with Wc = 56.67 tons weight, a

height hc (1.75 m). This weight will be attached to the walls of tank

24 springs, which have a stiffness of 11.35 t / m; This causes the weight

to interact with the walls of the tank. The first vibration mode which is

obtained without considering the contribution of the tank walls, was 1.29s

1.59s compared to that obtained in the Tc calculation.

2.3. Push Soil Dynamics.

The soil mass involved in an earthquake is calculated by the method of

Pseudo force. The weight for the calculation of the mass of soil is

considered acting for a length equal to the diameter divided by the

reservoir area of each tributary of the wall section. Will be modeled to a

height of 0.3 H of the base of the wall.


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According Monobe-Okabe:

DensityofSoil () 1100.00kg/m

Depthofth e reservoir is buried(hz) 1.00m

Muro inclination() 0.00

Soil Friction An gl e () 17.00

Friction angle between Mur o andSoil () 12.75

Incl ineSoil Slope() 0.00

tomax 0.20g

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Kae 0.73

Weightpe rm handle soil 2804.49kg

Weight interactingZI SC i/Rw i(Pb) 1682.69kg

2.4. Uploads Dead Weight, Live Loads, Pressure Water and Soil Active Push.

The loads by weight own be the that provide the walls the

reservoir and the roof.

As overhead design for minimum of 50 kg/m2 on the dome of the reservoir

will be assigned.

Water pressure is modeled using all the contour of the walls of the

reservoir as the thrust forces from


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active soil. Ture in both until they are, 3.00 m for water and 1.00 m to

the ground.

2.5. Summary of Structural Analysis

Calculation of Total Shear and Moment in the Base, as ACI 350.3-01 Section

4.1.2 and 4.1.3:

The base shear is equal to the sum of the inertial forces of the reservoir,

plus the forces promoting convective impulsive components, plus the force

produced by the mass of soil; the combination of these forces will be in

the discretion of the square root of the sum of squares.

AL IS AN IS AT E S T ICO

Total in baseshear(V ) 75153.54kg

Heightto centerofM ur o ravedadG (hw) 2.00

m

Heightto centerofth e Dome ravedadG (hr) 4.31m

HeightatcenterofG ravedadofComp. Im pu ls iv a (hi) 1.13m

HeightatcenterofG ravedadofComp. Convective (hc) 1.75m

Heightatth e location ofth e thrustfo rc e em soil(h z /3) 0.33m

MomentbyMuroacceleration(Pw) 3419.46kg m

MomentbyacceleratingtheDome(Pr) 2933.81kg m

MomentbyLateralForcepulsivaIm(Pi) 37088.63kg m

MomentbyLateralForceConvective(Pc) 114377.44kg m

MomentbyLateralForceGroundloopM(Pb) 560.90kg m

TotalMomentatthebase(Mb) 122549.76kg m

AL IS IS AN DIN M ICO

Total shear atth e base to 80% ofStaticAn al ys is 60122.83kg

Total shear atth e base to DynamicAn al ys is ic o (V ) 77938.30kg

Factorto scaleth edesignspectrum 9.81

De sp z to m e n t M a x im or

Rightshifttowardentanalysis 0.0083cm

Heightatwhich th e po in tis located 4.00m

Drift 0.0000571

Driftmaximum 0.007


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3. Design Parties Reservoir.

3.1.

Majorization Load Factors and Strength Reduction. According to ACI 350M-01

and ACI 318M-08.

In both codes are working with the recently published ACI 318M-

. 08 The following load combinations are indicated by the load factorsmajorization:

U = 1.4 (D + F)

U = 1.2 (D + F) + 1.6 (L + H) + Lr 0.5 U

= 1.2 D + 1.6 L + Lr

U = 1.2 D + E + L

U = 0.9 D + E

D = Dead Weight uploads, Dead Loads. L =

Loads Vivas.

Lr = Roof Loads.

H = Soil Pressure Loads.

F = Fluid Pressure Loads.

The reduction factors of resistance to:

Controlled Voltage = 0.9

Controlled compression spiral wire members = 0.75 Compression

Controlled, other types of reinforcement = 0.65

Shear and Torsion = 0.75

Seismic shear zones = 0.60

Boards and diagonal reinforcement beams = 0.85


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3.2. Design Dome Reservoir.

Shells and Folded Plates ACI 318M-08: the considerations listed in Chapter

19 shall take.

According to section 9.2.11, the design strength will be equal to 0.40 f'c.

The minimum amount to be provided pursuant to Section 7.12, equal to

0.0018. The reinforcement is provided to resist tensile stresses. Design

efforts for the action associated with membrane (normal and shear forces)

and the effort associated with the flexural (bending moments, torsion and

shear) should be verified.

The reinforcement is provided in two directions and in a single

layer. They first analyze the section of the dome of 0.10 m.


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The initial data are shown in the table below:

C design the pu's ode, e sp e so r = 1 0 cm

Yieldingsteel(fy) 4200.00kg/cm2

Resistance to pre ssu re Com Concrete (f'c) 210.00kg/cm2

Moduleofelasticityofconcrete(Ec) 218819.79

kg

/

cm

2

Thickness ofthe Dome 0.10m

Thickness pro medioDome,entareaensancham 0.125m

Com Resistance Design ofConcrete pre ssu re (f'dc) (19.2.11) 84.00kg/cm2

M in imum amountto (7 .1 2 ) 0.0018

DriveReductionFactor() 0.90

In both directions (radial and tangential) are worked with minimum amounts.

Review before the moments and shear effects was performed.


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Radialreinforcement(M em braneAct ion s)

EffortRadialDriveS11 5.85t/m2

Elementlengthto assess 0.50m

RadialForceDrive NDES1 165.00Kg

Steelarea required 0.044cm2

Ar ea ofsteelrequiredto m inim um 0.900cm2

Steelusedarea 0.900cm2

Diameterbar 3/8

Ba rarea 0.710cm2

Ba rNu mb er 1.27

Nu mb erofb a rs to us e 2.00

Separation 0.250m

Separation m axim um 0.450m

Using separation 0.250m

Rods ar epl ac ed3/[email protected]

IsioREVAMONMENTO YOUAND CO rtan

MomentM11(Radial) 10.00kg m

CantEfectico 0.065m

amountnecessary 0.00013

Ar ea ofsteelrequired 0.0000041cm2


Sh ea rV13 (Radial) 0.79Kg

Sh ea rres is t in gt he pr op os eds ec tio n 1184.02Kg

Noneedforshearreinforcement

TangentialReinforcement(M em braneAct ion s)

TangentialEffortDriveS22 1.21t/m2


TangentialForceDriveNDES2 0.59Kg




Diameterbar 3/8

Ba rarea 0.710cm2

Ba rNu mb er 1.01


Separation 0.400m



Rodsar epl ac ed3/[email protected]


MomentM22(Tangential) 8.48kg m

CantEfectico 0.065m




Sh ea rV23 (Tangential) 15.47Kg



The next step will be to design the widening area of the dome section shall

be calculated to an average thickness of 12.5 cm.


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C design the pu's ode, e sp e so r = 1 5cm


Resistanceto pressure Com Concrete (f'c) 210.00kg/cm2

Moduleofelasticityofconcrete(Ec) 218819.79kg/cm2

Thicknessprom edioDome,entareaensancham 0.125m

Com ResistanceDesignofConcretepre ssure(f'dc) (19.2.11) 84.00kg/cm2

M inim um amountto (7.12) 0.0018



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Radialreinforcement(M em braneAct ion s)

EffortRadialDriveS11 42.29tons/


RadialForceDrive Ndes1 1479.56Kg




Diameterbar 3/8

Ba rarea 0.710cm2

Ba rNu mb er 1.58


Separation 0.250m



Rods ar epl ac ed3/[email protected] YOUAND CO rtan


CantEfectico 0.065m







TangentialReinforcement(M em braneAct ion s)

TangentialEffortDriveS22 44.82tons/




Ar ea ofsteelrequiredto m inim um 2,025cm2

Steelusedarea 2,025cm2

Diameterbar 3/8

Ba rarea 0.710cm2

Ba rNu mb er 2.85


Separation 0.300m





MomentM22(Tangential) 45.74kg m

CantEfectico

0.065

m







3.3. Reservoir Design Wall (Walls).

Earthquake Resistant Structures Forces ACI 318M-08: the considerations

listed in Chapter 21 shall be taken.


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According to Table 1613.5.2 of the Standard IBC 2006, we classify the site

in category "D", and according to Table R21.1.1 of ACI 318 Chapter 21-M-08,

must comply with section 21.9.

The wall of a reservoir works to resist efforts membrane in the radial

direction, in the tangential direction is more important to the effects

produced by the moments and shear. The design is given for both the outside

and inside.

Design u ro M odel E x te rio r e sp e so r = 2 0 cm


Thickness ofthe Middlepro muro 0.200m

Resistance to pre ssu re Com Concrete (f'c) 210.00kg/cm2

Moduleofelasticityofconcrete(Ec) 218819.79kg/cm2

M in imum amountto (2 1 .9 .2 .1 ) 0.0025



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Radialreinforcement(horizontal) in the Exterior(EquityMem brane)



RadialForceDrive Ndes1 3265.00Kg




Diameterbar 3/8

Ba rarea 0.710cm2

Ba rNu mb er 3.52


Separation 0.167m


Using separation

0.150m




CantEfectico 0.065m







Tangentialreinforcement(vertical) in the Exterior(M em braneAct ion s)




Steelarea required 1,477cm2



Diameterbar 3/8

Ba rarea 0.710cm2

Ba rNu mb er 6.34


Separation 0.129m





MomentM22(Tangential) 813.74kg

m

CantEfectico 0.065m



Rods ar epl ac ed3/[email protected] m





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Radialreinforcement(horizontal) in the InnerFace(Mem brane Act ion s)


Elementlengthtoassess 0.50m

RadialForce Drive Ndes1 3027.67Kg




Diameterba r 3/8

Ba rarea 0.710cm2

Ba rNumber 3.52

Numberofbarsto us e 4.00

Separation 0.125m

Separation maxim um 0.450m

Usingseparation

0.125

m


IsioREVAMONMENTO YOUAN DCO rtan


CantEfectico 0.065m




ShearV13 (Radial) 40.38Kg

Shearresist ing th e pr op os edsect ion 1872.10Kg


Tangentialreinforcement(vertical) in the InnerFace(M em braneAct ion s)


Elementlengthtoassess 0.90

m

TangentialForce Drive NDES2 5533.21Kg

Steelarea required 1,464cm2



Diameterba r 3/8

Ba rarea 0.710cm2

Ba rNumber 6.34

Numberofbarsto us e 7.00

Separation 0.129m

Separation maxim um 0.450m

Usingseparation 0.125m


IsioREVAMONMENTO YOUAN DCO rtanMomentM22(Tangential) 813.74kg m

CantEfectico 0.065m




ShearV23 (Tangential) 2116.54Kg

Shearresist ing th e pr op os edsect ion 3369.79Kg



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Sap2000 Comments to use:

It will work with the impulsive spectrum, for the weight of the convective component

will have to scale the values as this weight needs another spectrum and would be

evaluated in a separate model (separate the impulsive component and the inertial

forces of the reservoir), but to work it in the same model we will: Rwc / Rwc = 1.65

/ 0.6 = 2.75, so the weight will be 55,678 x Wc

2.75 = 155.83 corresponding to a value for the springs of 51.78 t / m.

Spectra values vary for impulsive and convective components, but working with the

peak values.

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