Md Structure Hap Eoc Piura

7/30/2019 Md Structure Hap Eoc Piura

1/12

STRUCTURAL DESIGN ANALYSISEMERGENCY OPERATIONS CENTER EOC PIURA

PIURA, PERU

CIVIL DESIGNER :Eng. Alfredo ZegarraTambo

DATE : December 2010

1. INTRODUCCION

This is the design analysis for the structural design for the

Emergency Operation Center PIURA in PIURA city, Department of

PIURA.

This is a building compose by one story with light cover on a metal

structure and other facilities for service with lighten slabs. This building

has the following facilities. Reception Hall, Humanitarian Assistance,

Press Room, Decisions Room, Mission Control Room, Generator and

Pumping House, Radio Operators, Dormitory and EOC Directors Office.

2. CODES AND REGULATIONS

Reglamento Nacional de Edificaciones. Norma Tcnica de

Edificacin E-020 "Cargas". Lima, 1985


Edificacin E-030 "Diseo Sismo Resistente". Lima, 2003.


Edificacin E-050 "Suelos y Cimentaciones". Lima, 1997.


Edificacin E-060 Concreto Armado. Lima, 1989.


Edificacin E-070 Albailera Armada, Lima, 1989.

1


2/12

3. STRUCTURE CHARACTERISTICS

Building is designed based on a concrete masonry system with units

of 39 x 14 x 19cm, units of liquid concrete (grout) of de fc=140

Kg/cm2, has an horizontal reinforcement 02 bars of every two rows

and vertical reinforcement with 02 bars of according to distribution

in structural drawings.

Metal Structure that will support covering, is design with a truss

system, composed by double angles of 1 x 1 x 3/16, meanwhile

Beams and its reinforcement shall have double angles of 1 x 1 x 1/8,

and diagonals shall be os steel bars 3/8.

Figure N 01. Isometric cover structure system

2


3/12

4. SOIL CHARACTERISTICS

There is a composing by Sandy soil, according to soil investigation,

this show us this following summary schedule:

Foundation Type: Foundation for walls shall be continuousconnected by reinforced over foundation.

Support Stratum: There is existence of sandy material typeSP-SM, bad granulated sand with low finesaccording to classification SUCS.

Foundation Depth:It is recommended that the depth of the

display of the foundation is:Df =1.10 m.

Admissible Pressure: The allowable capacity offoundation soil is:1.27 Kg/ cm2

Settlement: Maximum Settlement in this zone in bothsituations is 1.36 cm.

Aggressively / Soil: It is considered as LOW. So cement to use

for foundation shall be I Type.

Concrete base: Setting of a layer of a maximum 10cm thickunless indication in drawings, itscompression resistance shall be fc= 100Kg/cm2

3


4/12

5. CALCULATION HYPOTHESIS

Building was analyzed with tridimensional models.

In this analysis was supposed a linear and elastic behavior.

Reinforced concrete elements were represented by linear elements.

Their stiffness was determined ignoring cracking and reinforcement.

Masonry walls were modeled as shell elements, with stiffness of

membrane and flexion.

Material Properties

The analysis considers fc = 210 kg/cm2.

Concrete fc = 210 kg/cm2. (With Cement type V), in footing, reinforcedover foundation, columns and beams.

Concrete fc= 140 Kg/cm2 (with Cement type V) for floor slabs andfoundations.

Concrete fc= 100 Kg/cm2 + 30 % stone of 8-10 inches in every

continuous sub-foundations.

Reinforcement steel shall be fy= 4200 Kg/cm2.

Concrete Masonry Units shall be of minimum resistance of fm=74kg/cm2 and Vm=8,60 Kg/cm2 which dimensions are 14x39x19cm.

Structural steel shall be fy= 2530 kg/cm2 and Fu=4080 Kg/cm2.

4


5/12

Every welding shall use protected electrodes E-6012 with a weldingsize of 3 mm or 1/8 (except detail in drawing).

Vertical Loads

Vertical loads were evaluated according to Loads Code, E-020.

For masonry walls was considered a specific weight of

1800 kg/m3.

The overload was considered as 30 kg/m2, for metal structure.

Weight for covering was considered as 15 kg/m2.

Seismic actions

The seismic analysis was made according to current codes, NTE

E-030 (2006), with superposition spectral modal procedure.

Considering soil conditions, structural characteristics and use

conditions, using seismic parameters indicated in the following

schedule:

Seismic Analysis Parameters

Zone factor (zone 3) Z = 0.40

Use and importante Factor U = 1.50

Soil Factor (S2) S = 1.20

Period to define spectrum of pseudo

acceleration

Tp = 0.60s

Answer reduction Rx = 3.00

Ry = 3.00

This force is process determine, absolutes and relative

displacements produced by seismic effect. Figure N 3 shows spectrum

of pseudo accelerations (C/g).

5


6/12

Figure 03. Spectrum of pseudo accelerations

Load Combinations

Verification of reinforced concrete elements capacity was based

on factor load procedure, according to Norma Tcnica de Edificacin E-

060 Concreto Armado and Cdigo ACI 318. Load factors indicated in

the following schedule.

D = Permanent loads effects

L1 and L2 = Live loads

Sx and Sy = Seismic

Factores de Carga

Combinaci

n

D L Sx Sy

1 1.4 0 0 0

2 1.4 1.7 0 03 1.4 1.7 0 0

6

ESPECTRO DE RESPUESTAS DE

ACELERACIONES(NORMA E-030, 2003 RNC)

0.00

0.20

0.40

0.60

0.80

1.00

1.20

1.40

0.00 0.25 0.50 0.75 1.00 1.25 1.50

PERIODO(seg)

Sa

(m/seg2)


7/12

4 1.25 0 1.00 0

5 1.25 1.25 1.00 0

6 1.25 1.25 1.00 0

7 1.25 0 0 1.00

8 1.25 1.25 0 1.00

9 1.25 1.25 0 1.00

10 0.9 0 1.00 0

11 0.9 0 0 1.00

6.0 DESIGN RESULTS

Quantities processed according to analysis and design results

correspond as indicated in structural drawings.

7.0 METAL STRUCTURE

Building has a metal structure roof, light type, has a structure

conformed basically by steel elements.

General elements are double angles of 1 x 1 x 3/16 for each

element of the structure, meanwhile beams and reinforcements shallbe made of 1 x 1 x 1/8, and its diagonals shall be steel bars of 3/8.

Figure N 04. Structural model

7


8/12

8.0 CALCULATION HYPOTHESIS

Metal Truss was analyzed with tridimensional models.

The analysis supposed a linear and elastic behavior. Steel elements

were represented as linear elements.

Material Properties

The analysis consider fy = 2350 kg/cm2. (Steel A-36)

Vertical Loads

Vertical loads were evaluated according to the code Norma de

Cargas, E-020.

10.0 ANALYSIS RESULTS

Results obtained from analysis of structure, gives necessaries

structural elements specified in drawings.

11.0DESIGN RESULTS

Capacity verifications of elements was based on a factor load

procedure, according to

Norma Tcnica de Edificacin E-090.

12.0 FOUNDATION DESIGN

Foundation capacity verification was base on a service load

procedure, according to Norma Tcnica de Edificacin E-020

Cargas. Following there are results obtained.

8


9/12

FOUNDATION DESIGN CALCULATION

WALL DESIGN

Z = 0,4(Seismic zone3)

Amx=

11,7292 m2

U= 1,5 (Importance of Structure)

Amy=

9,3835 m2

S = 1,2

(Intermediate

Soil Factor)N 1 (Number of stories of Ap = 335,9 m2

9


10/12

= building) 0

Checking, of walldensity

ZUSN /56 =

0,7200

A mx /Ap =

0,0349 OK!

A my /Ap =

0,0279 OK!

MINIMUM THICK OFWALL

H=

270 cm (Free height of masonry)

t = 14 cm OK!

MEASSURE OF LOADOF WALLS

Data: t = 12.700,00 Kg/m2

s = 1.900,00 Kg/m3

Hs = 0,40 m

cc = 2.200,00 Kg/m3

Hcc = 1,20 m

S/C = 300,00 Kg/m2

t neta = 9.000,00 Kg/m2

DeadLoad:Over foundationweight = 184,80 Kg/mMasonry weight= 831,60 Kg/mBeam weight= 134,40 Kg/mMetal Structureweight. = 300,00 Kg/mCover wieght= 121,50 Kg/m

CM = 1.650,92 Kg/m

10


11/12

Live

Load : S / C = 243,00 Kg/mCV = 243,00 Kg/m

Design Load:

CM + CV = 1.893,92 Kg/m

Foundation WidthCalculation

B = 0,21 m

Shalluse :

B = 0,65 m

Terrain Amplified ReactionCalculationAmplified ExternalLoad

PU1 =(1.4*CM) +(1.7*CV)

PU1 = 2.724,39 Kg/mTerrain AmplifiedReaction

ut = PU1 / B

ut = 4.191,37 Kg/m2

FoundationDesign

Transversal Uniform Loadof Foundation

w = ut * 1m

w = 4.191,37 Kg/mLength of Foundation inoverhead

m = (B-0.14)/2

m = 0,290 mTypical Section ofFlextion Cut

Vx = w*(X-m)

V(x =0) = 1.215,50 Kg

11


12/12

Mx=w*(m^2)/2

M(x=0) = 176,25 Kg.m

Transversal Section ofGeometry

bw = 100 cm

h = 40 cm

Checing of Resistance bycut

Vn =*0.11*bw*h*(fc^0.5) = 0,55

Vn = 2.863,38 Kg Ok!

Checing of ressistance byflextion

Mn = *0.85*fc*Sm Sm= bw*(h^2/6

Mn =17.453,3

3 Kg.m Ok!

12

Documents

Md Structure Hap Eoc Piura