analysis and design of reinforced concrete reservoir

5/22/2018 Analysis and Design of Reinforced Concrete Reservoir

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Analysisanddesignofreinforcedconcretereservoirforacapacityof115m3

Translated and Presented By: Civilax.com



Analysis and design of reinforced concrete reservoir

for a ca acit of 115 m3

DESIGNOFASUPPORTEDFORRESERVOIRCAPACITY115m31. GeneralInformation.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 1.00meters.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.





1.2. Materials.Strength of Concrete : f'c = 210 Kg / cm

2at 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 / cm2.

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) 5466.34kgM uro weight(Ww) 4330.55kgDome weight(Wr) 1135.79kgInteriordiameter(D ) 7.00mEffectiveLiquidheight (Hl) 3.00mEffective loop coeff icientM () (for DeadWeight) 0.66EffectiveloopM(We)(byDeadWeight) 3985.34kg





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) 115000.00kgD/Hl 2.33Wi/Wl 0.48Wc/Wl 0.49EquivalentWeightrapporteurCo mIm pu ls iv aW i 54946.11kgEquivalentWeightrapporteurCo 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





Hl/D 0.43Coef. Fo rdet.FrequencyFund. Tank l iquid (Cw) 0.156Muro thickness(tw) 0.20mInnerri mradius R 3.50mCoef. Fo rdet.FrequencyFund. Tank l iquid (Cl) 0.373Resistance to pre ssur eCom Concrete (f'c) 210.00kg/cm

Moduleofelasticityofconcrete(Ec) 21458.90MPaConcretedensity(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:





Ac ce le ra ti on dueto gravity(g ) 9.81m/s2 10,426Freq.circularvibration pr im erm convective pe ri od(wc) 3.94

rad

/

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.





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).





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 ) 1.40Spectralamplification fa ct orAm fo rm ov . HorizontalCi 1.96Spectralamplification 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:





Factorzo ne (Z ) 0.40Im importance fa ct or (I ) 1.50MarginShiftMaxim um en tVerticalliquidcontent(d max ) 4.04

m

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 0.375HeightatcenterofG ravedadofComp. Im pu ls iv a (hi) 1.13mhc/Hl 0.58HeightatcenterofG ravedadofComp. Convective (hc) 1.75

m

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

4.1.1:





Factorzone (Z ) 0.40Im importancefa ctor(I ) 1.50Coeffic ientrepresenting th e characteristicsofth e soi l (S ) 1.40Coef. From MENDMENT Im pu ls iv as ResponseForces (Rwi) 2.75Coef. From MENDMENTConvectiveResponseForces (Rwc) 1.00Effective WeightTankM uro (.Ww) 2849.55kgDomeTankweight(Wr) 1135.79kgEquivalentWeightrapporteurComIm pu ls iv a Wi 54946.11kgEquivalentWeightrapporteurComConvective Wc 56665.44kgSpectralamplificationfa ctorAm fo rmov .HorizontalCi 1.96Spectralamplificationfa ctorAm fo rmov .HorizontalCc 1.37InertialForceLateralAc ce le ra tion ofMuro(Pw) 1709.73LateralAc ce lera tion InertialForceDome (Pr) 681.47LateralForcepu ls iva Im (Pi) 32967.67kgConvectiveLateralForce(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 ) 0.40Im importancefa ct or(I ) 1.50Coeffic ientrepresenting th e characteristicsofth e soi l (S ) 1.40Coef. From MENDMENTIm pu ls iv as ResponseForces (Rwi) 2.75Coef. From MENDMENTConvective ResponseForces (Rwc) 1.00Spectralamplificationfa ct orAm fo rmov .HorizontalCi 1.96Spectralamplificationfa 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.



ANLISISYDISEODEUNRESERVORIOAPOYADAOFCONCRETOARMADOPARAUNACAPACIDADDE115m3




The Spectrum Design for Convective Component shall:

For both parameters records were taken Static Analysis.




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, aheight hc (1.75 m). This weight will be attached to the walls of tank24 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.




According Monobe-Okabe:

DensityofSoil () 1100.00kg/mDepthofth e reservoir is buried(hz) 1.00mMuro inclination() 0.00Soil Friction An gl e () 17.00Friction angle between Mur o andSoil () 12.75Incl ineSoil Slope() 0.00tomax 0.20g 11.31Kae 0.73Weightpe rm handle soil 2804.49kgWeight interactingZI SC i/Rw i(Pb) 1682.69

kg

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




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 ICOTotal in baseshear(V ) 75153.54kgHeightto centerofM ur o ravedadG (hw) 2.00

m

Heightto centerofth e Dome ravedadG (hr) 4.31mHeightatcenterofG ravedadofComp. Im pu ls iv a (hi) 1.13mHeightatcenterofG ravedadofComp. Convective (hc) 1.75mHeightatth e location ofth e thrustfo rc e em soil(h z /3) 0.33mMomentbyMuroacceleration(Pw) 3419.46kg mMomentbyacceleratingtheDome(Pr) 2933.81kg mMomentbyLateralForcepulsivaIm(Pi) 37088.63kg mMomentbyLateralForceConvective(Pc) 114377.44kg mMomentbyLateralForceGroundloopM(Pb) 560.90kg mTotalMomentatthebase(Mb) 122549.76kg m

AL IS IS AN DIN M ICOTotal shear atth e base to 80% ofStaticAn al ys is 60122.83

kg

Total shear atth e base to DynamicAn al ys is ic o (V ) 77938.30kgFactorto scaleth edesignspectrum 9.81

De sp z to m e n t M a x im orRightshifttowardentanalysis 0.0083cmHeightatwhich th e po in tis located 4.00mDrift 0.0000571Driftmaximum 0.007




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 + LrU = 1.2 D + E + L

U = 0.9 D + ED = 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 = 0.9Controlled compression spiral wire members = 0.75 Compression

Controlled, other types of reinforcement = 0.65Shear and Torsion = 0.75Seismic shear zones = 0.60Boards and diagonal reinforcement beams = 0.85




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.




The initial data are shown in the table below:

C design the pu's ode, e sp e so r = 1 0 cmYieldingsteel(fy) 4200.00kg/cm2Resistance to pre ssu re Com Concrete (f'c) 210.00kg/cm2Moduleofelasticityofconcrete(Ec) 218819.79

kg

/

cm

2

Thickness ofthe Dome 0.10mThickness pro medioDome,entareaensancham 0.125mCom Resistance Design ofConcrete pre ssu re (f'dc) (19.2.11) 84.00kg/cm2M in imum amountto (7 .1 2 ) 0.0018DriveReductionFactor() 0.90

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

Review before the moments and shear effects was performed.




Radialreinforcement(M em braneAct ion s)

EffortRadialDriveS11 5.85t/m2Elementlengthto assess 0.50

m

RadialForceDrive NDES1 165.00KgSteelarea required 0.044cm2

Ar ea ofsteelrequiredto m inim um 0.900cm2Steelusedarea 0.900cm2Diameterbar 3/8 Ba rarea 0.710cm2Ba rNu mb er 1.27Nu mb erofb a rs to us e 2.00Separation 0.250mSeparation m axim um 0.450mUsing separation 0.250m

Rods ar epl ac ed3/[email protected]

IsioREVAMONMENTO YOUAND CO rtan

MomentM11(Radial) 10.00kg mCantEfectico 0.065m amountnecessary 0.00013

Ar ea ofsteelrequired 0.0000041cm2Rods ar epl ac ed3/[email protected]

Sh ea rV13 (Radial) 0.79KgSh 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/m2Elementlengthto assess 0.40mTangentialForceDriveNDES2 0.59KgSteelarea required 0.000cm2

Ar ea ofsteelrequiredto m inim um 0.720cm2

Steelusedarea 0.720cm2Diameterbar 3/8 Ba rarea 0.710cm2Ba rNu mb er 1.01Nu mb erofb a rs to us e 1.00Separation 0.400mSeparation m axim um 0.450mUsing separation 0.400m

Rodsar epl ac ed3/[email protected]


MomentM22(Tangential) 8.48kg mCantEfectico 0.065m amountnecessary 0.00013

Ar ea ofsteelrequired 0.0000051cm2Rodsar epl ac ed3/[email protected]

Sh ea rV23 (Tangential) 15.47KgSh ea rres is t in gt he pr op os eds ec tio n 947.22Kg


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.




C design the pu's ode, e sp e so r = 1 5cm Yieldingsteel(fy) 4200.00kg/cm2Resistanceto pressure Com Concrete (f'c) 210.00kg/cm2Moduleofelasticityofconcrete(Ec) 218819.79kg/cm2Thicknessprom edioDome,entareaensancham 0.125mCom ResistanceDesignofConcretepre ssure(f'dc) (19.2.11) 84.00kg/cm2M inim um amountto (7.12) 0.0018DriveReductionFactor() 0.90




Radialreinforcement(M em braneAct ion s)

EffortRadialDriveS11 42.29tons/

Elementlengthto assess 0.50mRadialForceDrive Ndes1 1479.56KgSteelarea required 0.391cm2

Ar ea ofsteelrequiredto m inim um 1.125cm2Steelusedarea 1.125cm2Diameterbar 3/8 Ba rarea 0.710cm2Ba rNu mb er 1.58Nu mb erofb a rs to us e 2.00Separation 0.250mSeparation m axim um 0.450mUsing separation 0.250m

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





TangentialReinforcement(M em braneAct ion s)

TangentialEffortDriveS22 44.82tons/

Elementlengthto assess 0.90mTangentialForceDriveNDES2 1285.20KgSteelarea required 0.340cm2

Ar ea ofsteelrequiredto m inim um 2,025cm2Steelusedarea 2,025cm2Diameterbar 3/8 Ba rarea 0.710cm2Ba rNu mb er 2.85Nu mb erofb a rs to us e 3.00Separation 0.300mSeparation m axim um 0.450mUsing separation 0.200m



MomentM22(Tangential) 45.74kg mCantEfectico

0.065

m

amountnecessary 0.00032Ar ea ofsteelrequired 0.0268371cm2




3.3. Reservoir Design Wall (Walls).Earthquake Resistant Structures Forces ACI 318M-08: the considerations

listed in Chapter 21 shall be taken.




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 Yieldingsteel(fy) 4200.00kg/cm2Thickness ofthe Middlepro muro 0.200mResistance to pre ssu re Com Concrete (f'c) 210.00kg/cm2Moduleofelasticityofconcrete(Ec) 218819.79kg/cm2M in imum amountto (2 1 .9 .2 .1 ) 0.0025DriveReductionFactor() 0.90




Radialreinforcement(horizontal) in the Exterior(EquityMem brane) EffortRadialDriveS11 79.93tons/

Elementlengthto assess 0.50mRadialForceDrive Ndes1 3265.00KgSteelarea required 0.864cm2








Tangentialreinforcement(vertical) in the Exterior(M em braneAct ion s) TangentialEffortDriveS22 128.75tons/

Elementlengthto assess 0.90mTangentialForceDriveNDES2 5581.93KgSteelarea required 1,477cm2




MomentM22(Tangential) 813.74kg

m

CantEfectico 0.065m amountnecessary 0.00610

Ar ea ofsteelrequired 3.57cm2Rods ar epl ac ed3/[email protected] m






Radialreinforcement(horizontal) in the InnerFace(Mem brane Act ion s) EffortRadialDriveS11 38.61tons/

Elementlengthtoassess 0.50mRadialForce Drive Ndes1 3027.67KgSteelarea required 0.801cm2Ar ea ofsteelrequiredto m inim um 2,500cm2Steelusedarea 2,500cm2Diameterba r 3/8Ba rarea 0.710cm2Ba rNumber 3.52Numberofbarsto us e 4.00Separation 0.125mSeparation maxim um 0.450mUsingseparation

0.125

m


IsioREVAMONMENTO YOUAN DCO rtan

MomentM11(Radial) 95.40kg mCantEfectico 0.065m amountnecessary 0.00121Ar ea ofsteelrequired 0.394cm2


ShearV13 (Radial) 40.38KgShearresist ing th e pr op os edsect ion 1872.10Kg


Tangentialreinforcement(vertical) in the InnerFace(M em braneAct ion s) TangentialEffortDriveS22 129.32tons/

Elementlengthtoassess 0.90

m

TangentialForce Drive NDES2 5533.21KgSteelarea required 1,464cm2Ar ea ofsteelrequiredto m inim um 4,500cm2Steelusedarea 4,500cm2Diameterba r 3/8Ba rarea 0.710cm2Ba rNumber 6.34Numberofbarsto us e 7.00Separation 0.129mSeparation maxim um 0.450mUsingseparation 0.125m


IsioREVAMONMENTO YOUAN DCO rtanMomentM22(Tangential) 813.74kg mCantEfectico 0.065m amountnecessary 0.00610Ar ea ofsteelrequired 3.57cm2


ShearV23 (Tangential) 2116.54KgShearresist ing th e pr op os edsect ion 3369.79Kg





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 Wc2.75 = 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.

analysis and design of reinforced concrete reservoir

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