STATE OF THE ART OF MASONRY AND ADOBE BUILDINGS IN PERU
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Transcript of STATE OF THE ART OF MASONRY AND ADOBE BUILDINGS IN PERU
STATE OF THE ART OF MASONRY AND ADOBE BUILDINGS IN PERU
UNIVERSIDAD NACIONAL DE INGENIERIA LIMA-PERUFacultad de Ingeniería Civil
CENTRO PERUANO JAPONES DE INVESTIGACIONESSISMICAS Y MITIGACION DE DESASTRES - CISMID
Patricia GIBU & Carlos ZAVALA
PERÚ-JAPAN CENTER FOR EARTHQUAKE ENGINEERING RESEARCH AND DISASTER MITIGATION
1. Use of adobe and masonry
2. Standards vs. Design & construction
3. Experimental, analytical and diffussion work at CISMID
Adobe Masonry Other related
4. Structural Laboratory at CISMID
Topics
PERÚ-JAPAN CENTER FOR EARTHQUAKE ENGINEERING RESEARCH AND DISASTER MITIGATION
1. USE OF ADOBE & MASONRYMASONRY Extensively use for houses & small
buildings (up 5 stories) in urban areas Confining elements (RC beam,
colums)
PERÚ-JAPAN CENTER FOR EARTHQUAKE ENGINEERING RESEARCH AND DISASTER MITIGATION
ADOBE Commonly used for houses (up 5 stories) in countryside: small
towns & rural areas Built by the users themselves
1. use of adobe & masonry
PERÚ-JAPAN CENTER FOR EARTHQUAKE ENGINEERING RESEARCH AND DISASTER MITIGATION
2. STANDARDS VS. DESIGN& CONSTRUCTION
MASONRY (NTE-E070-1982)
Elastic Design under service conditions
Provide allowable stresses values New proposal: ultimate capacity
approach – planning, wall density, design details for RC elements
Both materials included in National Standard for Construction (RNC) as a specific codes for each material
Table 1: Peruvian confined masonry stresses Stress Type Formula (Kg/cm2)
Compression due to axial load in Walls
Fa=0.20 f’m f’m: compression strength of
masonry
Compression due to bending Fb=0.40 f’m Tension due to Bending
- Normal to horizontal joints
Ft=1.00 Shear Vm=1.2+0.18fd < 2.7
fd: dead load normal stress
Crushing on Masonry - In whole area
- In 1/ 3 of area
Fca=0.25 f’m Fca=0.37 f’m
Elastic Modulus Shear Modulus
Em= 500 f’m Ev=0.4 Em
D&C:Local goverment offices: project examination vs. actual construction up to workers or foreman as contractor. Among elder&young engineers: missunderstanding of system (RC)
PERÚ-JAPAN CENTER FOR EARTHQUAKE ENGINEERING RESEARCH AND DISASTER MITIGATION
2. Standards vs. Design & Construction
ADOBE (NTE-E080-1999)
Simple reinforcing elements are required: cane rods, wood, wire mesh or RC elements
Allowable stresses based on unit compression strength
D&C: design or check are rarely made. Owners construct by themselves difficult to promote use of reinforcing element if means higher cost
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3. EXPERIMENTAL, ANALYTICAL & DIFUSSION WORK AT CISMID
a) Adobe walls retroffiting (Zavala&Igarashi)
at the corners of walls of existing houses using polietilene textile (bags)
carrizo mat (estera)
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b) Brochure on Tapial construction (Planning Dpt: Alarcon&Rios)
Diffusion promoted jointly with private mining company
3. Experimental.... Work at CISMID
PERÚ-JAPAN CENTER FOR EARTHQUAKE ENGINEERING RESEARCH AND DISASTER MITIGATION
c) Optimization of masonry structures – Phase 1 : Materials(Chariarse&Pique&Scaletti 1990) JOINTLY RESEARCH SUPPORTED BY JICA
3. Experimental.... Work at CISMID
PERÚ-JAPAN CENTER FOR EARTHQUAKE ENGINEERING RESEARCH AND DISASTER MITIGATION
d) Confined Masonry walls – Lateral cyclic loading(Gibu&Serida&Pique 1993) Undergraduate Civ. Eng.Thesis supported by Buckley&Konno Engs.
3. Experimental.... Work at CISMID
M u r o C o n f i n a d o S t a n d a r d 1
Fu
erz
a (
t)
- 3 0 - 2 0
2 0
D e s p l a z a m i e n t o ( m m )
- 2 5
- 2 0
- 1 5
0
- 1 0
- 1 0- 5
0
1 5
5
1 0 2 0 3 0 3 5
C U R V A H I S T E R E T I C A
3 0
2 5
- 3 5
Different kinds of reinforcement and parameters studied (axial load, connection wall-confining column)
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e) An Analytical Study of Behavior of Confined Masonry under Lateral cyclic loading (Rojas, V. 1994)
3. Experimental.... Work at CISMID
Adopting a micro-model proposed by Noguchi (1984), numerical analysis was performed using previous experimental data of tested walls. Comparison of failure pattern
-5.00
0.00
5.00
10.00
15.00
20.00
0.00 10.00 20.00 30.00 40.00 50.00displacement (mm)
MCST1
MCST2
MC4C1
MC4C2
MLCC1
M-H
MicroModel
Cyclic Test Peak Envelopes vs Micro Model
For
ce (
Tf.
)
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f) Full Scale on Line Test on Two Story Masonry Building Using Handmade Bricks (Zavala, Honma, Gibu &Gallardo, 2002) Under support of Japanese side: BRI, Yokohama Ntl. Univ., Center for Better Living & IDI)
3. Experimental.... Work at CISMID
Project CISMID/FIC/UNI-IDIConfined Masonry Wall Test- January 27th 2003
WALL C2-HM
-30
-25
-20
-15
-10
-5
0
5
10
15
20
25
30
-0.015 -0.012 -0.009 -0.006 -0.003 0 0.003 0.006 0.009 0.012 0.015
Drift
Lo
ad (t
)
CH-100 Monitor
Project CISMID/FIC/UNI-IDIConfined Masonry Wall Test- January 24th 2003
WALL C2-FM
-30-25
-20-15
-10-50
510
1520
2530
-0.015 -0.012 -0.009 -0.006 -0.003 0 0.003 0.006 0.009 0.012 0.015
Drift
Load
(t)
CH-100 Monitor
Monitoring Construction
Material & walls testing
Full scale model testing
Masonry Construction Guide
PERÚ-JAPAN CENTER FOR EARTHQUAKE ENGINEERING RESEARCH AND DISASTER MITIGATION
f) ...Full Scale on Line Test on Two Story Masonry Building
3. Experimental.... Work at CISMID
Test specimen setting & Guide for construction
PERÚ-JAPAN CENTER FOR EARTHQUAKE ENGINEERING RESEARCH AND DISASTER MITIGATION
以上 - MUCHAS GRACIAS
PERÚ-JAPAN CENTER FOR EARTHQUAKE ENGINEERING RESEARCH AND DISASTER MITIGATION
4. STRUCTURAL LABORATORY AT CISMIDSteel structures behavior
a) Structural components (braces, beams, columns, joints)
PERÚ-JAPAN CENTER FOR EARTHQUAKE ENGINEERING RESEARCH AND DISASTER MITIGATION
b) Full scale structures
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Traditional structures (adobe & masonry)
PERÚ-JAPAN CENTER FOR EARTHQUAKE ENGINEERING RESEARCH AND DISASTER MITIGATION
Others works & servicesa) Thin wall systems
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b) Special structures
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c) Urban Vulnerabilty modelsIndice de Vulnerabilidad de Shiga
Parametros NTE-030 RNC - Distrito de la MolinaEdificios Esenciales Zonas con FAD=1 PGA=0.60g
0
5
10
15
20
25
0 40 80 120 160 200
Densidad de Muros (cm2/m2)
Qu
/Am
u y
V
n/A
mu
(kg
/cm
2)
Vn/Amu
Qu/(Amu+Acol)
Acol/Apiso=10
Acol/Apiso=50
Acol/Apiso=100
Acol/Apiso=200
Respuesta Maxima como funcion del Periodo y FAD Viviendas Distrito de la Molina Sismo NT-030 FAD=1 y PGA=0.60g FAD=2~4 y PGA=0.70g FAD=4~5 y PGA=0.52g FAD>5 y PGA=0.36g
0.0000
0.5000
1.0000
1.5000
2.0000
2.5000
0 0.05 0.1 0.15 0.2 0.25
Periodo (seg)
Rp
ta.M
ax
ima
(c
m)
FAD=1
FAD2~4
FAD=4~5
FAD>5
Elastico
Maximo
Vulnerabilidad Baja
Vulnerabilidad Media
Vulnerabilidad Alta
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