NATIONAL BUILDING CODETECHNICAL STANDARD OF BUILDING
E.030
EARTHQUAKE-RESISTANT DESIGN

Lima, April 2nd 2003

TECHNICAL STANDARD OF BUILDING E.030
PERMANENT TECHNICAL COMITEE OF
EARTHQUAKE-RESISTANT DESIGN NTE E.030

President:
Adviser:
Technical Secretary :Dr. Javier Piqué del Pozo
Ing. Julio Kuroiwa Horiuchi
SENCICOINSTITUTIONSREPRESENTATIVES

Peru Japan Center of Seismic Research andDisaster Mitigation. CISMID

Dr. Javier Piqué del Pozo

Seismology Regional Centre for SouthAmerica. CERESIS

Dr. Jorge Alva Hurtado

College of Engineers of Peru
Departmental Council of Lima

Dr. Hugo Scaletti Farina
Eng. Luis Zegarra Ciquero

Geophysics Institute of Peru

Dr. Leonidas Ocola Aquise

Pontifical Catholic University of Peru

Eng. Alejandro Muñoz Peláez

National University of Engineering.
Civil Engineering FacultyEng. Roberto Morales Morales

National Training Service for the Construction
Industry. SENCICO

Eng. Julio Kuroiwa Horiuchi
Eng. Julio Rivera Feijóo

NATIONAL BUILIDNG CODETECHNICAL STANDARD OF BUILDING E.030
EARTHQUAKE-RESISTANT DESIGN
1.

OVERVIEW
1.1

Nomenclature

5

1.2

Scope

6

1.3

Bases and Philosophies of the Earthquake-Resistant Design

6

1.4

Presentation of the Structural Project (transitory disposition)

6

2.

SITE PARAMETERS
2.1

Zonification

8
8

2.2
Local Conditions
2.2.1
Seismic Microzonification and Site Studies
2.2.2
Geotechnical Conditions

9
9
10

2.3

Seismic Amplification Factor

11

GENERAL REQUIREMENTS

12

3.
3.1

General Aspects.

12

3.2

Structural Earthquake-Resistant Conception

12

3.3

Building Category

13

3.4

Structural Configuration

13

3.5

Structural Systems

15

3.6

Category, Structural System and Regularity in Buildings

17

3.7

Analysis Procedures

17

3.8
Lateral Displacements
3.8.1
Permissible Lateral Displacements
3.8.2
Seismic Separation Joint (s)3.8.3
Building Stability

4.

5

BUILDING ANALYSIS
4.1
Overview
4.1.1
Seismic Solicitations and Analysis
4.1.2
Models for Building Analysis
4.1.3
Weight of the Structure
4.1.4
Lateral Displacements

17
17
18
18

18
18
18
19
19
19
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NTE E.030

4.1.5
4.1.6

Second Order Effects (P-Delta)
Vertical Seismic Solicitations

19
20

4.2
Static Analysis
4.2.1
Overview
4.2.2
Fundamental Period
4.2.3
Seismic-Base Shear
4.2.4
Seismic Force Distribution in Height
4.2.5
Torsional Effects
4.2.6
Vertical Seismic Forces

20
20
20
20
21
21
22

4.3
Dynamic Analysis
4.3.1
Scope
4.3.2
Spectral Modal Combination Analysis
4.3.3
Time-History Analysis

23
23
23
24

5.

FOUNDATIONS

25

5.1

Overview

25

5.2

Bearing Capacity

25

5.3

Overturning Moment

25

5.4

Isolated Footings and Caissons

25

6.

NON-STRUCTURAL ELEMENTS, APENDIXES AND EQUIPMENT
6.1

Overview

7.
EVALUATION, RETROFITTING AND STRENGHTENING OF
STRUCTURES
7.1

8.

Overview

INSTRUMENTATION

25
26

27
27

27

8.1

Accelerographs

27

8.2

Location27

8.3

Maintenance

27

8.4

Data Availability

28

8.5

Requirements for the Project Agreement

28

ANNEX

29

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NATIONAL BUILIDNG CODE

1. OVERVIEW
1.1 Nomenclature
C

Seismic amplification coefficientCT

Coefficient to estimate the predominant period of a structure

Di

Elastic lateral displacement of story “i” relative to the grounde

Accidental eccentricity

Fa

Horizontal force in rooftop

Fi

Horizontal force in story “i”

gGravity accelerationhi

Height of story “i” with respect to ground level

hei

Height of story “i”

hn

Total height of the building in meters

Mti

Accidental torsional moment in story “i“mNumber of modes used in modal superposition analysisnNumber of stories in the building

NiWeight sumatory over story “i”

PTotal weight of the building

Pi

Weight of story “i”

R

Reduction coefficient of seismic solicitationsr

Maximum elastic structural response expectedriElastic responses corresponding to mode “ï”

SSoil factor

Sa

Spectral acceleration

T

Fundamental period of the structure for static analysis or dynamic analysis

TP

Period that defines the spectral platform for each type of soilU

Use and importance factor

V

Seismic-Base Shear of the structureVi

Shear force in story “i”

Z

Zone factor

Q

Stability coefficient for global P-delta effectΔiRelative displacement of story “i”

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NTE E.030

1.2 ScopeThis Code establishes the minimum requirements for buildings to have an adequate
seismic behavior according to the bases indicated on item 1.3.
This Code is applied to the design of all new buildings, to the evaluation andreinforcement of existing buildings and to the repairing of buildings that could bedamaged due to the action of earthquakes.
For the case of special structures as reservoirs, tanks, silos, bridges, transmission
towers, harbors, hydraulic structures, nuclear plants, and all whose behavior differsfrom edifications, it is required additional considerations that can complement theapplicable requirements of the present Code.
Besides the indicated in the present code, measures to prevent disasters like fire,considerable sand sliding and other that can be produced as a consequence of seismic
movements should be taken into account.

1.3 Bases and Philosophies of the Earthquake-Resistant Design
Earthquake resistant design philosophies are:a. Avoid human loss.
b. Continuity of basic services.
c. Minimize structural damages.
It is recognized that to give complete protection against earthquakes is not technicallynor economically for almost all the structures. In accordance with that philosophy thefollowing bases are established in the Code for design:a. Structures must not collapse or cause serious damages to persons due to severe
earthquakes.
b. Structures must tolerate moderate earthquakes with the possibility of minor structural
damages.

1.4 Presentation of the Structural Project (transitory disposition)
The drawings, descriptive memory and technical specifications of the structural projectwill be signed by a college civil engineer, who will be the only authorized to approve
any modification to them.
The drawings of the structural project will include at least the following information:
a. Earthquake-Resistant Structural System.
b. Parameters to define the seismic force or the design spectra.
c. Maximum displacement of the last story and the maximum relative displacement ofeach middle story.

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NATIONAL BUILIDNG CODE

The building projects with more than 70 m of height will be supported by a calculus
memory and vindicated calculus for its revision and approval by the competentauthority.
The material employment, structural systems and constructive methods different tothose indicated in this Code, must be approved by the competent authority nominatedby the Ministry of Housing, Construction and Sanitation, and it must fulfill the present
requirements indicated in this item and demonstrate that the proposed alternative
produce adequate results of stiffness, seismic resistance and durability.

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NTE E.030

2.

SITE PARAMETERS

2.1 Zonification
The national territory is considered to be divided in three zones, as shown in the figure
Nº 1. The proposed zonification is based on the spatial distribution of the observed
seismicity, the general characteristics of the seismic motions and their attenuations
with respect to the epicentral distance, as well as on neotectonic information. It is
indicated in annex Nº 1 the provinces that correspond in each zone.

SEISMIC ZONES

Figure Nº 1

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NATIONAL BUILIDNG CODE

A value Z is assigned to each zone as indicated in Table Nº 1. This value is taken as
the maximum ground acceleration with a probability of 10% to be exceeded in 50
years.

TABLE Nº 1
ZONE FACTORS
ZONE
3
2
1

Z
0.4
0.3
0.15

2.2 Local Conditions
2.2.1 Seismic Microzonification and Site Studies
a. Seismic Microzonification
They are multidisciplinary studies that investigate the seismic effects and associatedphenomena like soil liquefactions, slides, tsunamis and others on the area of interest.
These studies give information on the possible modifications of the seismic actions due
to local conditions and other natural phenomena, as well as limitations and demands
that result from the studies and are considered for the design and building of structuresand other projects.
The achievement of the microzonification studies must be done as requisites for thefollowing cases:- City expansion areas.
- Industrial complexes or similar.
- Reconstruction of urban areas destroyed by earthquakes and associated phenomena.
The results from the microzonification studies will be approved by the competentauthority, asking for complementary information or justifications in cases where isconsidered necessary.
b. Site Studies
They are similar to the microzonification studies but not necessarily as broad as them.
These studies are restricted to the project zone and give information on the possible
modifications of the seismic actions and other natural phenomena due to the local
conditions. Their purpose is the determination of the design parameters.
Lower design parameters as indicated in this Code cannot be considered.

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NTE E.030

2.2.2 Geotechnical Conditions
For effects of this Code, the soil shapes are classified taking into account the groundmechanic properties, the thickness of the stratum, the fundamental vibration period andthe propagation velocity of the shear waves. There are four kinds of soils:a) Shape S1 type: Rock or very rigid soils.
To this type correspond rock soils and very rigid soils with shear wave propagation
velocities similar to those defined for a rock, and where the fundamental period for
low amplitude vibrations do not exceed 0.25s, including the cases where is foundedon:• Whole Rocks or partially altered, with a nonconfined compressive resistancehigher or equal to 500 kPa (5 kg/cm2).
• Dense sandy gravel• Stratum of no more than 20 m of very rigid cohesive material, with a shear
resistance in undrained conditions higher than 100 kPa (1 kg/cm2), over rock orother material with shear wave velocity similar to a rock.
• Stratum of no more than 20 m of dense sand with N > 30, over rock or othermaterial with a shear wave velocity similar to a rock.
b) Shape S2 type: Intermediate soils.
These are classified as soils with intermediate characteristics between shapes S1and S3.
c) Shape S3 type: Flexible soils or stratums with great thickness.
This type corresponds to flexible soils or stratums with great thickness where thefundamental period, for low amplitude vibrations, is higher than 0.6s, including
those cases where the ground stratum thickness exceeds the following values:

Cohesive Soils
Soft
Moderately compact
Compact
Very compact

Typical Shear Resistance inundrained condition (kPa)< 25
25 - 50
50 - 100
100 - 200

Typical N values in Standard
Penetration Tests (SPT)
4 - 10Loose
10 - 30
Moderately dense
Bigger than 30
Dense(*) Soil with shear wave velocity lower than a rock.

Granular Soils

Stratum Thickness(m) (*)
20
25
40
60
Stratum Thickness (m)(*)
40
45
100

d) Shape S4 Type: Exceptional Conditions.
This type corresponds to exceptionally flexible soils and sites where the geologicaland/or topographical conditions re particularly unfavorable.
The soil type that best describes the local conditions is to be considered, also using thecorresponding values of Tp and the ground amplification factor S, given in Table Nº2.

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NATIONAL BUILIDNG CODEIn sites where the ground properties are less known, the values corresponding toshape S3 type can be used. It will be necessary to consider a shape S4 type, just when
geotechnical studies determine so.
Table Nº2
Soil Parameters
Type

Description

Tp (s)

S

S1

Rock or very rigid soils

0.4

1.0

S2

Intermediate Soils

0.6

1.2

S3

Flexible Soils or stratum with great thickness

0.9

1.4

S4

Exceptional conditions**(*) The values for Tp and S for this case will be established by a specialist, but inneither case they will be lower than those specified for the shape S3 type.

2.3 Seismic Amplification Factor
According to the site characteristics, the seismic amplification factor (C) is defined by
the following expression:⎛ Tp ⎞
C = 2 .5 * ⎜
⎟
⎝ T ⎠

;

C ≤ 2 .5

T is the period as defined in the item 4.2.2 or 4.3.2.1
This coefficient is interpreted as the amplification factor of the structural response withrespect to the ground acceleration.

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NTE E.030

3. GENERAL REQUIREMENTS
3.1 General Aspects.
Every building and each of its components will be designed and built to resist theseismic solicitations determined as specified in this Code.
It should be considered the possible effect of the non-structural elements in the
structural behavior of the structure. Analysis, reinforcement and anchorage detailingwill be done according to this consideration.
For regular structures, the analysis will be done considering that the total seismic force
acts independently in two orthogonal directions. For irregular structures, will besupposed that the seismic force occurs in the direction which results most unfavorable
for design of each element or component of the study.
The vertical seismic force will be considered to act upon the elements simultaneouslywith the horizontal seismic force and on the most unfavorable direction for the analysis.
It will not be necessary to consider the effects of earthquake and wind simultaneously.
When only one element of the structure, wall or frame resists a force equal to 30% ormore of the total horizontal force in any story, it will be designed for 125% of that force.

3.2 Structural Earthquake-Resistant Conception
It will be considered that the seismic behavior of the structures improves when thefollowing conditions are observed:
•
•
•
•
•
•
•
•
•
•

Symmetry, for mass distribution and stiffnesses as well.
Minimum weight, especially for higher levels.
Adequate selection and use of construction materials.
Adequate resistance.
Continuity in the structure, in plan and elevation.
Ductility.
Limited deformation.
Inclusion of successive resistance lines.
Consideration of ground local conditions.
Good constructive practice and strict structural inspection.

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3.3 Building Category
Each structure should be classified according to the categories indicated in Table Nº 3.
According to the classification, a use and importance coefficient (U) will be used as
defined in the following Table.

CATEGORY

A
Essential
Facilities

B
Important
Facilities

C
CommonFacilities

D
Minor
Facilities(*)

TABLE Nº 3
BUILDING CATEGORYDESCRIPTION
Essential facilities where their function
cannot be interrupted immediately afteranearthquake,ashospitals,
communications centers, firefighter andpolice headquarters, electric substations,water tanks. Educative centers andbuildings that can be used as sheltering
after a disaster.
Also are included buildings whose
collapse can represent an additional risk,
as are inflammable or toxic storage
containers.
Facilities for meetings as theaters,
stadiums, malls, penitentiaries, or for
valuable patrimony as museums, libraries
and special archives.
Also will be considered grain depots andother important storage facilities for
supply.
Common facilities that their collapse
causes intermediate losses as dwellings,
offices, hotels, restaurants, industrial
installations or deposits whose failure do
not bring additional dangers as fires,
pollutant leaks, etc.
Facilities whose failure cause small
losses and normally the probability tocause victims is low as fence walls lower
than 1.50m high, temporal depots, small
temporalhousesandsimilarconstructions.

U FACTOR

1.5

1.3

1.0

(*)

For these structures, under the designer criteria, the seismic force analysis canbe omitted, but they should provide adequate resistance and stiffness for lateral
actions.

3.4 Structural Configuration
The structures should be classified as regulars or irregulars with the purpose todetermine the adequate analysis procedure and the appropriate reduction factor values
for the seismic force (Table Nº 6).

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NTE E.030

a. Regular Structures. They have significant horizontal or vertical discontinuities intheir configuration resistant to lateral loads.
b. Irregular Structures. Irregular structures are defined when they present one ormore characteristics indicated on tables Nº 4 or Nº 5.

TABLA Nº 4
STRUCTURAL IRREGULARITIES IN HEIGHT

Stiffness Irregularities – Soft Floor
In each direction the sum of the transversal sections of the vertical elements
resistant to shear in any story, columns and walls, is lower than 85% of thecorresponding sum for the superior story, or is less than 90% of the averagesum for the three consecutive stories. It is not applicable to basements. For
buildings which have different story heights multiply the values mentioned
above by (hi/hd), where hd is the different story height and hi is the typicalstory height.

Mass Irregularity
It is considered that mass irregularity exists when a story mass is higher than
150% of the mass of the adjacent floor. It is not applicable to basements.

Vertical Geometric Irregularity
The dimension in plan of the structure resistant to lateral loads is higher than
130% of the corresponding dimension in an adjacent floor. It is not applicableto basements or rooftops.

Discontinuity in Resistant Systems.
Out of line in vertical elements, due to orientation change or by adisplacement with a higher magnitude than the element dimension.

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NATIONAL BUILIDNG CODETABLE Nº 5
STRUCTURAL IRREGULARITIES IN PLAN

Torsional Irregularity
It will be considered only in buildings with rigid diaphragms in which theaverage displacement story exceeds the maximum permissible in 50%
according to table Nº 8.
In any of the direction of analysis, the maximum relative displacement
between two consecutive floors, on a extreme of the building, is higher than
1.3 times the average of this maximum relative displacement with the relative
displacement obtained from the opposed extreme.

Incoming Corners
The configuration in plan and the resistant system of the structure, haveinward corners, whose dimensions in both directions are higher than 20% of
the corresponding total dimension in plan.

Diaphragm Discontinuity
Diaphragm with abrupt discontinuities or variations in stiffness, including
open areas higher than 50% of the rough area of the diaphragm.

3.5 Structural Systems
The structural systems will be classified according to the materials used and the
predominant earthquake-resistant system for each direction as indicated in Table Nº 6.
According to the classification do for a structure a reduction factor for the seismic force(R) will be used. The internal seismic forces should be combined with unitary loadfactors for ultimate resistance design. In the opposite side, the values indicated in tableNº 6 previous multiplication by the corresponding seismic load factor will be used.

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NTE E.030

TABLE 6
STRUCTURAL SYSTEMSReduction Coefficient R,
Structural System
For regular structures (*) (**)
Steel Frames.
Steel Frames with resistant moment joints
Other steel frames.
Eccentric bracing systems.
Cross bracing systems

9.5
6.5
6.0

Reinforced Concrete Frames.
Frames(1)Dual(2)
Structural walls(3)Limited ductility walls(4)

8
7
6
4

Reinforced or Confined Masonry(5)3Wood Constructions (allowable stress)

7(1) At least the 80% of the base shear acts on the columns that fulfilled with therequirements of the Reinforced Concrete Code NTE E.060. In case it has
structural walls, these should be designed to resist a fraction of the total seismic
force in accordance with its stiffness.
(2) The seismic forces are resisted by a combination of structural walls and frames.
Frames must be designed to take at least 25% of the shear force at the base.
Structural walls will be designed for the forces obtained in the analysis indicated initem 4.1.2(3) System where the seismic resistance is hold by structural walls which support at
least the 80% of the base shear.
(4) Low height story edification with high density of limited ductility walls.
(5) For allowable stresses design the R values must be 6.
(*) These coefficients will apply only to structures where the vertical and horizontal
elements allow energy dissipation maintaining the stability of the structure. It
doesn’t apply to invert pendulum type structures.
(**) For irregular structures, the values for R should be taken as ¾ of those indicated in
the table. For ground structures refer to the Adobe Code NTE E.080.
These
types of constructions are not recommended in soils S3 nor are permitted in soils
S4.

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NATIONAL BUILIDNG CODE

3.6

Category, Structural System and Regularity in Buildings

According to the category of a building and the zone where it is located, it should beplanned observing the regularity characteristics and use the structural system indicatedin table Nº 7.

Building
CategoryA(*) (**)BC

TABLE Nº 7
CATEGORY AND STRUCTURE OF BUILDINGS
Structural
Zone
Structural System
Regularity
3
Steel
Reinforced Concrete Walls
Reinforced or Confined Masonry
Dual System
Regular2 and 1
Steel
Reinforced Concrete Walls
Reinforced or Confined Masonry
Dual System
Wood
3 and 2
Steel
Reinforced Concrete Walls
Reinforced or Confined Masonry
Regular or
Irregular
Dual System
Wood
1
Any system.
Regular or
3, 2 andAny system.
Irregular
1(*) To achieve the objectives indicated in Table Nº 3, the edification will be structured
specially to resist severe earthquakes.
(**) For small rural constructions, like school or medic posts, traditional materials canbe used following the recommendations from the corresponding codes for thosematerials.

3.7

Analysis Procedures

3.7.1

Any structure can be designed using the results from the dynamic analysis
referred in item 4.3.

3.7.2

Structures classified as regular according to item 3.4 and of no more than 45mof height and structures of masonry bearing walls of no more than 15m ofheight, even if they are irregular, could be analyzed through the equivalentstatic force procedure from item 4.2.

3.8

Lateral Displacements

3.8.1 Permissible Lateral Displacements
The maximum relative story displacement, calculated according to article 4.1.4, should
not exceed the fraction of the story height indicated in Table Nº 8.
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NTE E.030

TABLE Nº 8
LIMITS FOR LATERAL STORY DISPLACEMENTS
These limits are not applicable for industrial roofs
Predominant Material
Reinforced Concrete
Steel
Masonry
Wood( Δi / hei )
0.007
0.010
0.005
0.010

3.8.2 Seismic Separation Joint (s)Every structure should be separated from other close structures a minimum distance s
to avoid contact during an earthquake.
This minimum distance will no be lower than 2/3 of the sum of the maximum
displacements of the adjacent blocks, nor lower than:s = 3 + 0.004 (h - 500)(h and s in centimeters)s > 3 cm.
where h is the height measured from the natural terrain level to the story considered tobe evaluate s.
The building will be moved away from the adjacent properties to other lots, or withother facilities, distances no less than 2/3 of the maximum displacement calculated
according to paragraph 4.1.4 nor less than s/2.

3.8.3 Building Stability
It will be considered the effect of the eccentricity of the vertical load produced by thelateral displacements of the building, (P-delta effect) as established in item 4.1.5.
Stability to overturning of the structure as a whole should be verified as indicated initem 5.3.1.

4. BUILDING ANALYSIS
4.1 Overview
4.1.1 Seismic Solicitations and Analysis
According to the earthquake-resistant philosophy it is accepted that structures will haveinelastic incursions for severe seismic solicitations. Hence it is considered that theseismic solicitations for design are considered as a fraction of the maximum elastic
seismic solicitation.
The analysis can be developed using the reduced seismic solicitations along with amodel of the elastic behavior for the structure.

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NATIONAL BUILIDNG CODE

4.1.2 Models for Building Analysis
The model for the analysis will consider an adequate spatial distribution of masses andstiffnesses to calculate the most significant aspects of the dynamic behavior of thestructure.
For buildings where can be assumed that floor systems work as rigid diaphragms, alumped-mass model with three degrees of freedom, associated to two orthogonalcomponents for horizontal translation and one component for rotation can be used. For
that case the elements deformations must be coordinated through the rigid diaphragmcondition, and the distribution of the horizontal forces in plan must be done with thestiffness of the resistant elements in mind.
It should be verified that the diaphragms have enough stiffness and resistance toassure the mentioned distribution, on the contrary, their flexibility for the seismic force
distribution should be taken into account.
For stories that do not constitute rigid diaphragms, the resistant elements will be
designed for the horizontal forces that directly correspond to them.

4.1.3 Weight of the Structure
The weight (P) will be calculated by adding to the permanent and total load of thestructure a percentage of the live load that will be determined as following:a. For buildings included in categories A and B, 50% of the live load shall be taken.
b. For buildings included in category C, 25% of the live load shall be taken.
c. For depots, 80% of the total weight storaged can be taken.
d. For rooftops and ceilings 25% of the live load can be taken.
e For tank, silos and similar structures 100% of the load they can support shall beconsidered.

4.1.4 Lateral Displacements
Lateral displacements will be calculated by multiplying by 0.75R the obtained resultsfrom the linear elastic analysis using the reduced seismic solicitations. For the
calculation of the lateral displacements it will not be considered the minimum values of
C/R indicated in item 4.2.3 nor the minimum base shear considered in item 4.3.2.4.

4.1.5 Second Order Effects (P-Delta)
The second order effects must be considered when an increase of more than 10%
occurs in internal forces.
To estimate the importance of the second order effects, for each level the following
quotient can be used as an stability indicator:

Q=

N i ΔiVi heithe second order effects must be taken into account when Q > 0.1
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NTE E.030

4.1.6 Vertical Seismic Solicitations
These solicitations will be considered for the design of vertical elements, in post or pretensed elements and for building cantilevers.

4.2 Static Analysis
4.2.1 Overview
This method represents the seismic solicitations through a system of horizontal forces
acting in each story of the building.
It can be used only for buildings without irregularities and low heights as established initem 3.7.2.

4.2.2 Fundamental Period(a) The fundamental period for each direction will be estimated with the following
expression:
h
T= n
CT
where:CT = 35 for buildings with frames as resistant elements in the considereddirection.
CT = 45 for reinforced concrete buildings with frames, elevator boxes and stairs
as earthquake-resistant elements.
CT = 60 for masonry structures and for all reinforced concrete buildings with
fundamentally shear walls as earthquake-resistant elements.
(b) Also a dynamic analysis procedure that considers the stiffness characteristics andmass distribution in the structure can be used. As a simple way for this procedure
the following expression can be used:

T = 2π⎛ n2⎞⎜ ∑ PiDi ⎟⎝ i =1⎠n⎛⎞⎜ g ∑ FiDi ⎟⎝ i =1⎠

When the dynamic procedure does not consider the effect of non-structural elements,
the fundamental period should be taken as 0.85 of the obtained value with this method.

4.2.3 Seismic-Base Shear
The total shear force acting in the base of the structure, corresponding to the direction
considered will be determined through the following expression:

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NATIONAL BUILIDNG CODE

V=

ZUSC
P
R

the minimum value for C/R should be considered :CR ≥ 0.1

4.2.4 Seismic Force Distribution in Height
If the fundamental period, T, is higher than 0.7s, a fraction of the shear force V,
denominated Fa, will be applied as a concentrated force at the top of the structure.
This force Fa will be determined through the following expression:

Fa = 0.07 T V ≤ 015. V
where the period T in the expression above is the same as the one used for thedetermination of the shear force acting in the base of the structure.
The rest of the shear force, in other words (V – Fa), will be distributed along thedifferent levels, including the last one, according to the following expression:

F =
i

Ph
i i
n

(V − Fa )∑ Pj h j

j =1

4.2.5 Torsional Effects
The force acting in each level (Fi) will be assumed to be acting in the mass centre of
the level considered, as well as the accidental eccentricity effects as indicated asfollows.
For each direction of analysis the accidental eccentricity for each level (e) will beconsidered as 0.05 times the building dimension in the perpendicular direction to theapplication of the forces.
In each level, in addition to of the actuating force, an accidental moment denominatedMti will be applied ad it will be calculated as:
Mti = ± Fi ei
It can be assumed that the most unfavorable conditions can be obtained considering
only the accidental eccentricities with the same sign for all stories. Only the increasesof the horizontal forces can be considered but not the diminutions.

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4.2.6 Vertical Seismic Forces
The vertical seismic force will be considered as a fraction of the weight. For zones 3
and 2 this fraction will be 2/3 Z. For zone 1 it is not necessary to consider this effect.

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4.3 Dynamic Analysis
4.3.1 Scope
The dynamic analysis of structures can be accomplished through spectral combination
procedures or time-history analysis.
For conventional edifications a spectral combination procedure can be used; and forspecial edifications a time-history analysis must be used.

4.3.2 Spectral Modal Combination Analysis
4.3.2.1 Modes of Vibration
The natural periods and modes of vibration can be determined by an analysis
procedure that considers appropriately the stiffness characteristics and mass
distribution for the structure.

4.3.2.2 Spectral Acceleration
For each horizontal direction analyzed an inelastic spectra of pseudo-accelerations
defined by the following expression will be used:
Sa =

ZUSC
g
R

For the analysis in the vertical direction a design spectra with values equal to 2/3 of thedesign spectra used for the horizontal directions.

4.3.2.3 Superposition Criterion
Through the superposition criteria indicated, the expected maximum response (r) canbe determined for the internal forces in the elements of the structure as well as for the
global parameters of the structure as are the shear force in the base, floor shears,
overturning moments, total and relative story displacements.
The expected maximum response (r) corresponding to the total effect of different
modes of vibration used can be determined through the following expression:mm
r = 0.25 ∑ r + 0.75 ∑ r 2
i
i
i =1
i =1

Alternatively, the maximum response can be estimated through the complete quadratic
combination of the values calculated for each mode.
In each direction the modes of vibration considered are those where their effective
mass sum is at least 90% of the mass of the structure, but at least the first three
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predominant modes of vibration in the direction of the analysis should be taken into
account.

4.3.2.4 Minimum Shear Force at the Base
For each direction considered in the analysis, the shear force at the base of thebuilding cannot be less than 80% of the calculated value according to item 4.2 forregular structures, nor less than 90% for irregular structures.
If it is necessary to increase the shear force to fulfill the minimum requirements
indicated, all other results should be scaled appropriately, except the displacements.

4.3.2.5 Torsional Effects
The uncertainty in the location of the mass centers for each level can be consideredthrough the accidental eccentricity perpendicular to the earthquake direction equal to0.05 times the dimension of the building in the perpendicular direction to the analysis
direction. For each case the most unfavorable sign should be considered.

4.3.3 Time-History Analysis
The time-history analysis can be accomplished by assuming a linear and elastic
behavior and no less than five horizontal acceleration registries corresponding to realor artificial earthquakes should be used. These registries should be normalized to get
the maximum acceleration that corresponds to the maximum value expected for thatsite.
For especially important structures the dynamic time-history analysis will beaccomplished considering the inelastic behavior of the elements of the structure.

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5. Foundations
5.1 Overview
The assumptions done for the supports of the structure will be concordant to thecharacteristics of the foundation ground.
The design of the foundations will compatible to the obtained force distribution of fromthe analysis of the structure.

5.2 Bearing Capacity
In every soil mechanics study the effects of earthquakes should be considered for thedetermination of the bearing capacity of the foundation terrain. In sites where soilliquefaction can occur, a geotechnical research should be done to evaluate thispossibility and determine a more adequate solution.
For the calculation of acceptable pressures over the foundation ground under seismic
actions, the minimum safety factors indicated in Technical Standard of Buildings E.050“Soils and Foundations” will be used.

5.3 Overturning Moment
Every structure and its foundation will be designed to resist the overturning moment
produced by an earthquake. The safety factor should be higher or equal to 1.5.

5.4 Isolated Footings and Caissons
For isolated footings with or without piles on soils type S3 and S4 and for zones 3 and2 connection elements will be provided to sustain in tension or compression, aminimum horizontal force equivalent to 10% of the vertical load supported by thefooting.
For the case of piles and caissons connection beam should be provided or rotations
and strains should be taken into account due to the effect of the horizontal force bydesigning piles and footings for these solicitations. Piles will have reinforcement intension equivalent at least 15% of the vertical load they support.

6. NON-STRUCTURAL ELEMENTS, APENDIXESAND EQUIPMENT
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6.1 Overview
Non-structural elements are those where their contribution to the stiffness of thesystem is abject even when they can or cannot be connected to the system resistant tohorizontal forces.
In case the non-structural elements are not aisled from the main structural system,
these should be designed to resist a seismic force (V) associated to its weight (P) as isfollowing indicated:
V = Z U C1 P
The values for U correspond to those indicated in chapter 3 and the values for C1 will
be taken from table Nº 9:

TABLE Nº 9
VALUES OF C1- Elements that can precipitate outside the building when
fail because the direction of the force is perpendicular toits plane.
- Elements whose failures involve danger to people orother structures.
- Walls inside an edification (force direction perpendicular
to its plane).
- Fences-Tanks, towers, inscriptions and chimneys connected to aside of the building considering the force coming fromany direction.
- Floors and ceilings that act as diaphragms with thedirection of the force in its plane.

1.3

0.9
0.6
0.9
0.6

For non-structural elements connected to the main structural system and must go withits deformation, it must be assured that in case of failure, they will not cause personal
damages.
The equipment and installation connections inside a building must be responsibility of
the corresponding expert. Each expert should assure these equipments andinstallations will not constitute a risk during an earthquake and, in case he is dealing
with essential facilities, he should assure their operability continuance.

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7. EVALUATION, RETROFITTING AND
STRENGHTENING OF STRUCTURES
7.1 Overview
The structures damaged by earthquakes should be evaluated and repaired in such a
way that the possible structural defects that cause the failure can be amended and they
can recover their resisting capacity toward a new seismic event, according to the
Earthquake –Resistant Design Philosophy as described in chapter 1.
When the seismic event occurred, the structure should be evaluated by a civilengineer, who should determine if the actual state of the building makes necessary its
reinforcement, repair or demolition. This study must consider the geotechnicalcharacteristics of the site.
The repairing process should be able to give the structure an adequate combination of
stiffness, resistance and ductility and should guarantee its good behavior for future
events.
The repairing or reinforcement project will include the details, procedures andconstructive systems to be followed.
Criteria and processes to repair and reinforced existing buildings not indicated in thiscode can be used with the approval of the competent authority.

8. INSTRUMENTATION
8.1 Accelerographs
In all seismic zones, each building project with an area equal or bigger than 10,000 m2,
have to be instrumented with a triaxial accelerograph.
Triaxial accelerographs have to be provided by the owner with technical specifications
Approved by the Geophysical Institute of Peru

8.2 Location
The instruments will be located in a 4m2 room on the lowest story of the building taking
into account an easy access for their maintenance; and a proper illumination,
ventilation, provided of electric energy, and physical safety and will be identify clearly inthe architectural drawings.

8.3 Maintenance

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The operative maintenance, parts and components, fungible material and instruments
services should be provided by the owners of the building under control of theGeophysics Institute of Peru. The responsibility will be held for 10 years.

8.4 Data Availability
The accelerograms registered by the instruments will be processed by the Geophysics
Institute of Peru and incorporated to the National Bank of Geophysical Data.
This information is of public domain and will be available to users by request.

8.5 Requirements for the Project Agreement
To obtain the project agreement, and under the responsibility of the competent officer,
the owner will present an installation certificate, expedited by the Geophysical Instituteof Peru along with a service contract of operative maintenance of the instruments.

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ANNEX

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ANNEX Nº 1
SEISMIC ZONFICATION

Seismic zones which divide our Peruvian territory are shown in figure Nº 1.
As follows provinces of each zone are indicated:
Zone 1
1. Department of Loreto. Provinces: Mariscal Ramón Castilla, Maynas and Requena.
2. Department of Ucayali. Province: Purús.
3. Department of Madre de Dios. Province: Tahuamanú.
Zone 2
1. Department of Loreto. Provinces: Loreto, Alto Amazonas and Ucayali.
2. Department of Amazonas. All the provinces.
3. Department of San Martín. All the provinces.
4. Department of Huánuco. All the provinces.
5. Department of Ucayali. Provinces: Coronel Portillo, Atalaya and Padre Abad.
6. Department of Pasco. All the provinces.
7. Department of Junín. All the provinces.
8. Department of Huancavelica. Provinces: Acobamba, Angaraes, Churcampa, Tayacaja
and Huancavelica.
9. Department of Ayacucho. Provinces: Sucre, Huamanga, Huanta and Vilcashuaman.
10. Department of Apurimac. All the provinces.
11. Department of Cusco. All the provinces.
12. Department of Madre de Dios. Provinces: Tambopata and Manú.
13. Department of Puno. All the provinces.
Zone 3
1. Department of Tumbes. All the provinces.
2. Department of Piura. All the provinces.
3. Department of Cajamarca. All the provinces.
4. Department of Lambayeque. All the provinces.
5. Department of La Libertad. All the provinces.
6. Department of Ancash. All the provinces.
7. Department of Lima. All the provinces.
8. Constitutional Province of Callao.
9. Department of Ica. All the provinces.
10. Department of Huancavelica. Provinces: Castrovirreyna and Huaytará.
11. Department of Ayacucho. Provinces: Cangallo, Huanca Sancos, Lucanas, Víctor
Fajardo, Parinacochas and Paucar del Sara Sara.
12. Department of Arequipa. All the provinces.
13. Department of Moquegua. All the provinces.
14. Department of Tacna. All the provinces.

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