The document evaluates the seismic performance of St. Augustine Church in Lubao, Pampanga, Philippines using nonlinear static analysis. It summarizes the church's history and construction materials. A structural model of the church is created in ETABS using material properties obtained from adobe brick testing. Nonlinear static analysis is performed to determine the church's performance at different seismic levels-immediate occupancy, life safety, and collapse prevention. Retrofitting options like shotcrete are presented and their costs estimated to seismically upgrade weak parts of the structure. The analysis shows that portions of the church risk collapse in a major earthquake and retrofitting is recommended to improve seismic resistance.

1. SEISMIC EVALUATION
OF
ST. AUGUSTINE CHURCH
USING
NONLINEAR STATIC ANALYSIS

3. SEISMIC EVALUATION
OF
ST. AUGUSTINE CHURCH
USING
NONLINEAR STATIC ANALYSIS

4. Baclayon Church, Bohol
Loboc, Church
Maribojoc Church
Loon Church

5. The PROBLEM AND A REVIEWOF
RELATED LITERATURE AND STUDIES

6. Brief History of the Structure
• In 1613, construction
started.
• In 1645, it was slightly
damaged during the
earthquake.
• In 1942 and in 1962, it was
damaged by the war and
strong typhoons.
• In1949-1952,it was then
repaired.
• In 2007, it was reconstructed
with new red block bricks.

7. The St. Augustine Church of Lubao is not
only Pampanga’s oldest and largest
Agustinian church in Central Luzon but
also in the entire Northern Luzon.
• In August 2013, the church was
recognized by the National
Commission on Culture and the
Arts (NCCA) as one of the country’s
national treasure.
Brief History of the Structure

8. Construction Materials Used
• Adobe mud blocks
• Stone
• Sand with Lime
• Egg Albumen

9. Nonlinear Static Analysis

10. ASCE 41 (ASCE 2007)
• Immediate Occupancy
• Life Safety
• Collapse Prevention

11. Static Nonlinear versus Static Linear

12. Statement of the Problem

14. Specific Problems
• What is the current performance level of the building?
• What are the weak parts of the structure?
• What is the present integrity of the structure?

15. Significance of the Study

16. Range and Restriction

17. Conceptual
Framework

18. • Gathering Information
• Testing of Adobe Bricks
• Structural Modeling
RESEARCH METHODOLOGY AND
PROCEDURES

19. Testing of Adobe Bricks
Adobe brick in situ
2”x2”x2” specimens
Grinding Process
Crushed adobe sample

22. Structural Modeling
ETABS (Extended Three-Dimensional Analysis of Building Systems)
(Figure 2.3.1)

23. (Figure 2.3.2)
(Figure 2.3.3)

24. Defining Material Properties of Adobe
Sample Mass (kg) Volume (cu.m) Density (kg/cu.m)
1 0.2 0.000125 1,600
2 0.167 0.000125 1,336
3 0.227 0.000125 1,816

25. Defining Section Properties
Column (C1) Column (C4) Column (C5)
Masonry Wall
Thickness= 2.46m

26. Defining Static Load Cases
Load Name Load Type Details Value
DEAD Dead Load
Self-Weight of Structural Members
Calculate automatically using Self
Weight Multiplier in ETABS
--
Uniform Load on Roof
0.5 kN/m2
LIVE
Live Load Uniform Load on Roof
(Table 205-3 NSCP 2010)
0.6 kN/m2
EQY
Quake Load
UBC 1997 --
EQX
Quake
Load
UBC 1997 --
Figure 2.3.1.2 Dead loads acting on each columnsFigure 2.3.1.3 Live loads acting on each columns
Figure 2.3.1.4 Base shear distribution using Portal Method, EQYFigure 2.3.1.5 Lateral force distribution, EQX

27. Parameter Values Remark
Zone 4 Table 208-3
Time Period (T) 0.285 Eq. (208-8)
Response Modification Factor
(R)
5.5 Table 208-11
Seismic Source Type A Table 208-6
Soil Profile Type SD Table 208-2
Seismic Coefficient, Ca 0.44 Table 208-7
Seismic Coefficient, Cv 0.64 Table 208-8
Horizontal Force Factors, ap
1.0 Table 208-12
Horizontal Force Factors, Rp
3.0 Table 208-12
Table 2.3.3.1 Equivalent Static Force Parameters (NSCP 2010)

28. Members Weight ( kN )
Weight considering half of the
height ( kN )
C1 9902.306688 4951.153344
C4 4207.096532 2103.548266
C5 2504.389644 1252.194822
Walls 55069.22952 27534.61476
Roof 1741.344 1741.344
TOTAL 73424.36638 37582.85519
Table 2.3.3.2 Weight Calculation of The Structure

29. PRESENTATION, ANALYSIS AND
INTERPRETATION OF RESULTS

30. Process of Non Linear Static Analysis
• Modeling of Adobe Masonry Infill
𝛼 = 0.175(λ1hcol)-0.4rinf
λ1 = [
𝐸 𝑚𝑒 𝑡 𝑖𝑛𝑓 𝑠𝑖𝑛2Ɵ
4𝐸 𝑓𝑒 𝐼 𝑐𝑜𝑙ℎ 𝑖𝑛𝑓
]
1
4

31. Where:
• α = width of the compression strut
• hcol = column height between centerlines of beams;
• hinf = height of infill;
• Efe = expected modulus of elasticity of frame material;
• Eme = expected modulus of elasticity of infill material;
• Icol = moment of inertia of column;
• Linf = Length of infill panel;
• rinf = diagonal length of infill panel;
• tinf = thickness of infill panel and equivalent strut;
• Ɵ = angle whose tangent is the infill height to length aspect ratio;
and
• λ1 = coefficient used to determine equivalent width of the infill
strut

32. Masonry Infils Calculated width (m)
1A-1B 2.37
1A-2A, 1B-2B 1.84
2A-3A, 2B-3B 1.52
3A-4A, 3B-4B 1.27
4A-5A, 4B-5B 1.33
5A-6A, 5B-6B 1.30
6A-7A, 6B-7B 1.30
7A-8A, 7B-8B 1.87
8A-9A, 8B-9B 1.33

33. Defining Static Nonlinear Case Data

34. • Defining Static Nonlinear Case Data
𝛿1 = 𝐶0 𝐶1 𝐶2 𝐶3 𝑆 𝑎
𝑇𝑒
2
4𝜋2
𝑇𝑒 = 𝑇𝑖
𝐾𝑖
𝐾𝑒

35. Where:
𝛿 1 = target displacement
Te = effective fundamental period (in seconds)
Ki = elastic lateral stiffness of the building in the direction under
consideration
Ke = effective lateral stiffness of the building in the direction under
C0 = modification factor to relate spectral displacement and likely building
roof displacement
C1 = modification factor to relate expected maximum inelastic displacements
to displacements calculated for linear elastic response
C2 = modification factor to represent the effect of hysteresis shape on the
maximum displacement response
C3 = modification factor to represent increased displacements due to second-
order effects.
Sa = response spectrum acceleration
Figure 3.2.1 Bilinear Representation of Capacity Curve for
Displacement Coefficient Method
Number of Stories Modification Factor 1
1 1.0
2 1.2
3 1.3
5 1.4
10+ 1.5
Table 3.2.1 Values for Modification Factor, C0
Ke = effective lateral stiffness of the building in the direction under consideration.
C0 = modification factor to relate spectral displacement and likely building
roof displacement
T = 0.1 second T > To second
Structural Performance Level Framing
Type 1
Framing
Type 2
Framing Type 1 Framing Type 2
Immediate Occupancy 1.0 1.0 1.0 1.0
Life Safety 1.3 1.0 1.1 1.0
Collapse Prevention 1.5 1.0 1.2 1.0
Table 3.2.2 Values for Modification Factor, C2
C2 = modification factor to represent the effect of hysteresis shape on
the maximum displacement response.
Sa = response spectrum acceleration as determined from
Section 4.4.3.3 of ATC 40, at the effective fundamental
period of the building.

36. Defining Frame Nonlinear Hinge Properties

37. Running the Analysis
1. Lateral Forces at Global Axis Y
2. Lateral Forces at Global Axis X

38. SUMMARY OF FINDINGS, CONCLUSIONS AND
RECOMMENDATIONS

39. Summary of Findings
Performance Level Magnitude Intensity
Immediate Occupancy 1.0 – 5.9 I - VI
Life Safety 6.0 – 6.9 VII - VIII
Collapse Prevention 7.0 - higher IX - higher
Table 4.2. Corresponding Magnitude and Intensity

40. Conclusions

41. Recommendations

42. Seismic Retrofitting

43. Purposes of Retrofitting
• Public safety.
• Structure survivability.
• Structure functionality.
• Structure unaffected.

44. Shotcrete Method

45. Advantages and Disadvantages of Shotcrete Method
Advantages Disadvantages
More convenient and less costly than the other
retrofitting methods.
High mass
Strong Require surface treatment
Durable Affect Architecture
Resistant to disasters, fires, molds, insects and
vermin
Require finishing
Low permeability High disturbance
Good thermal mass

46. Wet-Mix Shotcrete Method

48. Process of Wet-Mix Shotcrete
1. Cleaned surface, watered and grinded

49. 2. Placing reinforcement
Installation of Wire Mesh

50. 3. Wall surface sprayed under 7 Mpa pressure on wall
surface.

51. 4. Wall Finishing
Plastering Finished Surface

53. Costs
1. Computation of External Area of Walls
a. Considering the whole structure
• Total Area = 16,372.168 sq.ft ( 2,213.5 pesos per sq.ft )
• Total Costs of Retrofitting is 36,239,793.868 pesos approximately
36.3Million pesos.
b. Considering the weak portions (Facade and Columns at
the altar)
• Total Area = 3,620.998 sq.ft. (2,213.5 pesos per sq. ft)
• Total Cost of Retrofitting is 8, 015, 079.073 pesos approximately 8.1 Million pesos

54. THANK FOR LISTENING