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STRUCTURAL INVESTIGATION of MALATE CATHOLIC CHURCH Ruel B

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STRUCTURAL INVESTIGATION of MALATE CATHOLIC CHURCH Ruel B STRUCTURAL INVESTIGATION OF MALATE CATHOLIC CHURCH Ruel B. Ramirez, MSCE, M. ASEP Assistant Professor, College of Architecture University of the Philippines, Diliman I. Introduction ! Background The structure is Baroque-style built in the 16th century It is composed of thick masonry wall and huge buttresses It was damaged by war in 1762 It was hit and damaged by earthquake in 1863 It was damaged during the World War II ! Building Code Requirements To safeguard against major structural failures To safeguard life, not to limit damage or maintain function ! Heritage Structures NSCP does not cover analysis of heritage structures Analysis falls on to the Structural Engineers It is tested by time, thus, it is an actual laboratory testing II. Methodology ! Ocular Inspection To document the existing condition of the structure To assess the physical condition of the structure To assess the potential hazards (disintegrated masonry units) II. Methodology ! As-Built Plans II. Methodology ! Material Testing The distribution of Results 3MPa is 24% 4MPa is 14% 5MPa is 29% 6MPa is 24% 7MPa is 5% 8MPa is 5% II. Methodology Malate Catholic Church M.H. Del Pilar cor. Remedios Sts. ! Analytical Investigation Malate, Manila Design Loads Gravity Loads – includes dead load and live load 3 Density of adobeMalate stone Catholic Church 16.00 kN/m M.H. Del Pilar cor. Remedios Sts. 2 SuperimposedMalate dead, Manila load 0.30 kN/m Approx. 13km from V.F.S 3 Roof live load 1.00 kN/m Wind Load – the equivalent design pressure is P = qh[(GCpf) - (GCpi)] using V = 200kPh Earthquake Load – the equivalent earthquake forces is calculated based on the formula, V = CvIW/RT ≤ 2.50CaIW/R ≥ 0.11CaIW ≥ 0.80ZNvIW/R II. Methodology ! Analytical Investigation Material Properties Modulus of Elasticity of masonry, Em = 750f’m Shear modulus, G = 0.4Em Poisson’s ratio, u = 0.17 Geometry of the Structure 7786 Nodes 173 beams elements 3631 solids III. Results and Discussions ! Lateral Load The equivalent static base shear, V = 0.244W = 24,800kN The equivalent static force due to wind, P = 1,855kN ! Stresses Contours Stress Contour of Principal Stress, LC 208 0.45DL+0.54EQZ III. Results and Discussions ! Lateral Load The equivalent static base shear, V = 0.244W = 24,800kN The equivalent static force due to wind, P = 1,855kN ! Stresses Contours Stress Contour of Principal Stress, LC 205 0.75DL+0.56LL-0.54EQZ III. Results and Discussions ! San Isidro Labrador Church Tubigon, Bohol Walls and buttresses damaged by October 2013 earthquake on the left and right side facade of the church III. Results and Discussions ! La Purisima Concepcion De La Virgen Maria Church Baclayon, Bohol Dislodged stoneworks of buttresses on the side of the church III. Results and Discussions ! Summary of Stresses Elev. 18.4m Elev. 14.4m Elev. 2.4m III. Results and Discussions ! Summary of Stresses RESULTING MAXIMUM STRESS PER LAYER DUE TO LOAD COMBINATION 205 0.75DL+0.56LLCOMBINATION 208 0.45DL+0.54EQZ-0.54EQZ (GRAPH FOR MAXIMUM COMPRESSIVE TENSILE STRESS STRESS WITH CORRESPONDING WITH CORRESPONDING COMPRESSIVE TENSILE STRESS; STRESS; STRESS DIRECTION: SYY) Compressive Stress Tensile Stress Wall Compressive Stress along Buttress Wall Tensile Stress along Buttress 19 -0.098-0.081 0.0150.031 18 -0.105-0.086 0.0150.031 17 -0.135-0.108 0.0030.030 16 -0.176-0.139 0.0090.044 15 -0.251-0.203 0.0250.072 14 -0.293-0.240 0.0420.094 13 -0.226-0.184 0.0260.067 12 -0.257-0.184 0.0600.088 11 -0.424-0.327 0.1090.159 10 -0.352-0.292 0.1580.224 9 -0.524-0.431 0.2060.286 Wall Layer Wall Layer 8 -0.546-0.448 0.2540.348 7 -0.640-0.529 0.3010.408 6 -0.729-0.605 0.3420.462 5 -0.805-0.670 0.377 0.507 4 -0.855 -0.712 0.395 0.531 3 -0.875 -0.727 0.389 0.530 2 -1.267 -1.043 0.482 0.697 1 -0.848 -0.701 0.316 0.459 -1.500 -1.250 -1.000 -0.750 -0.500 -0.250 0.000 0.250 0.500 0.750 1.000 Stress in Mpa III. Results and Discussions ! Summary of Stresses Shear Stress Contour LC 205 0.75DL+0.56LL-0.54EQZ III. Results and Discussions ! La Purisima Concepcion De La Virgen Maria Church Baclayon, Bohol Dislodgement of wall areas at the front facade III. Results and Discussions ! Santisimo Nombre De Jesus(Santo Nino) Church Cortes, Bohol Crack on top of the arch and damaged lower portion III. Results and Discussions ! Drift III. Results and Discussions ! Drift III. Results and Discussions ! Drift Lateral DeflecUon LC 208 0.45DL+0.54EQZ DISPLACEMENT DUE TO COMBINED EFFECT OF DEAD LOAD AND EQz @ WALLS AND BUTTRESS (LOAD COMB: 208 0.45DL+0.54EQZ) 20 18 16 14 12 Element 1 10 Element 2 8 Element 3 6 Element 4 Structure Height in meter 4 2 0 0 0.25 0.5 0.75 1 1.25 1.5 1.75 2 2.25 2.5 2.75 Displacement in Z-direction, mm III. Results and Discussions ! Drift Lateral DeflecUon LC 208 0.45DL+0.54EQZ DISPLACEMENT DUE TO COMBINED EFFECT OF DEAD LOAD AND EQx @ WALLS AND BUTTRESS (LOAD COMB: 206 0.45DL+0.54EQX) 20 18 16 14 12 Element 1 10 Element 2 8 Element 3 6 Element 4 Structure Height in meter 4 2 0 0 0.25 0.5 0.75 1 1.25 1.5 1.75 2 2.25 2.5 2.75 Displacement in X-direction, mm IV. Conclusion and Recommendations ! The structure is sll safe under the design load considered in the analysis ! The lowest factor of safety is due to tension which implies that failure will be ini+ated by tensile cracks rather than crushing of the adobe blocks ! The wall and bu9resses can+levers from the foo+ng thus, no heavy loads such as mezzanine should concentrate in that region ! Exisng cracks in the wall and bu9resses should be repaired to integrate each masonry unit into the system .
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