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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
Reglamento Nacional de Edificaciones. Norma Tcnica de
Edificacin E-030 "Diseo Sismo Resistente". Lima, 2003.
Reglamento Nacional de Edificaciones. Norma Tcnica de
Edificacin E-050 "Suelos y Cimentaciones". Lima, 1997.
Reglamento Nacional de Edificaciones. Norma Tcnica de
Edificacin E-060 Concreto Armado. Lima, 1989.
Reglamento Nacional de Edificaciones. Norma Tcnica de
Edificacin E-070 Albailera Armada, Lima, 1989.
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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
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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
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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.
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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).
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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
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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)
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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
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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.
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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
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= 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
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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
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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!
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