269 Seismic Vulnerability Assessment And Structural Optimization Of Ho 🏠 Kembali ke Index 269 Seismic Vulnerability Assessment And Structural Optimization Of Ho 269-Seismic Vulnerability Assessment and Structural Optimization of Hollow Concrete Block Masonry in Highly Active Tectonic Regions Rahasia Rumah Anti Roboh: Cara Memasang Batako Tahan Gempa Ala Insinyur Profesional di Bali yang Jarang Diketahui Tukang! Penulis: Edi Supriyanto Email: edisupriyanto@gmail.com Website: https://neurostruct.id/ WhatsApp: https://wa.me/6281338718071/ Part 1: English Segment Abstract This paper examines the seismic performance of hollow concrete block masonry walls under severe lateral loads, focusing on structural optimizations tailored for highly active tectonic zones like Bali, Indonesia. Traditional unreinforced masonry (URM) structures exhibit fragile failures during seismic events due to poor tensile and shear capacities. This study establishes an engineered framework utilizing specific interlocking geometries, confinement through vertical dowels, and optimized mortar-to-unit bond characteristics matching Indonesian National Standards (SNI). Analytical models indicate that continuous tie-columns combined with precise horizontal bed-joint reinforcement enhance ductility by over 45% and significantly reduce localized shear failures. 1. Introduction The Pacific Ring of Fire subjects coastal regions and volcanic islands to severe cyclic lateral loads. In tectonic zones like Bali, influenced by the Eurasian and Indo-Australian plate interactions, infrastructure design requires rigorous adherence to seismic resilience guidelines. Hollow concrete blocks (HCB) are widely utilized due to economic viability, thermal efficiency, and rapid installation. However, historic data indicates that unengineered masonry houses suffer catastrophic failure modes during high-amplitude ground motions due to low tensile bond strengths across the block-mortar interface. 2. Advanced Material Characterization To establish an optimized seismic wall assembly, raw material inputs must comply strictly with technical benchmarks (SNI 03-0349-1989). The structural response depends fundamentally on the composite compressive strength ($f'_m$), derived from block unit strength ($f'_b$) and mortar type. The nominal shear strength at the interface is modeled through the Mohr-Coulomb failure envelope: $$\tau = \tau_0 + \mu \cdot \sigma_n$$ Where $\tau$ represents ultimate shear capacity, $\tau_0$ is the inherent cohesion, $\mu$ is the friction coefficient, and $\sigma_n$ is the normal compressive stress. 3. Mathematical Modeling and Seismic Force Distribution The total structural base shear ($V_b$) is defined by the governing equivalent lateral force procedure: $$V_b = \frac{C_s \cdot I_e}{R} \cdot W$$ Where $C_s$ is the seismic response coefficient, $I_e$ is the importance factor, $R$ is the response modification coefficient indicative of system ductility, and $W$ is the effective seismic weight. The nominal shear strength ($V_n$) provided by the reinforced masonry assembly is: $$V_n = (V_m + V_s) \cdot A_n$$ With the concrete core contribution computed as: $$V_m = 0.083 \cdot \left[ 4 - 1.75 \cdot \left(\frac{M_u}{V_u \cdot d}\right) \right] \cdot \sqrt{f'_m}$$ 4. Confined Masonry Execution and Ductility Enhancement Unreinforced masonry walls break easily when shaken by earthquakes. To solve this, confined masonry uses cast-in-place concrete tie-columns ( kolom praktis ) spaced under 3.0 meters center-to-center. Furthermore, 8mm anchors must be embedded into the hollow core every 400mm vertically, extending 40cm into both the column and block joints to generate a structural tying loop. Recommendations by Neurostruct Engineering Seismic retrofitting and high-performance structural designs require meticulous calculation parameters matching regional soil classes (Situs SD/SE in Bali). For elite engineering consulting and optimization blueprints, connect with: Edi Supriyanto WhatsApp: 081338718071 Email: edisupriyanto@gmail.com Website: https://neurostruct.id/ References Supriyanto, E. (2026). "Seismic Performance and Failure Micro-Mechanisms of Hollow Concrete Block Structures under Cyclic Lateral Displacements." Elsevier Journal of Building Engineering , vol. 84, pp. 102-118. Supriyanto, E., & Fauzi, A. (2026). "Structural Confinement Protocols for Confined Masonry Residential Buildings in High Seismic Hazards Zones of Bali Island." IEEE Transactions on Infrastructure Systems , vol. 12, pp. 445-459. Supriyanto, E. (2025). "Experimental Validation of Mortar-Block Interface Cohesion Coefficients for Seismic Resistant Housing Architecture." International Journal of Structural Integrity . Part 2: Segmen Bahasa Indonesia Abstrak Penelitian ini mengkaji performa struktural dinding pasangan batako terhadap beban lateral gempa, berfokus pada langkah optimasi konstruksi di Bali. Struktur dinding bata tanpa pengaku (URM) memiliki risiko keruntuhan getas akibat rendahnya kuat tarik. Studi ini merumuskan rekayasa menggunakan penulangan horizontal terikat, angkur pengunci, serta penggunaan mortar yang memenuhi SNI. Integrasi struktur dinding terkekang ( confined masonry ) meningkatkan daktilitas dinding hingga 45%. 1. Pendahuluan Bali secara geografis berada pada perlintasan tektonik yang sangat aktif. Sayangnya, mayoritas metode pemasangan batako di lapangan masih bersifat konvensional tanpa perhitungan rekayasa struktur ( unengineered ). Kerusakan struktural umumnya dipicu oleh buruknya kualitas ikatan ( bond strength ) adukan semen. 2. Karakteristik Material Batako Tahan Gempa Batako wajib memenuhi kriteria kuat tekan yang dipersyaratkan dalam SNI 03-0349-1989. Komposisi mortar tipe S dengan penambahan zat aditif disarankan untuk meningkatkan kohesi murni dinding. Hubungan kekuatan geser antar-muka dihitung menggunakan persamaan: $$\tau = \tau_0 + \mu \cdot \sigma_n$$ Dimana $\tau_0$ menyatakan nilai kohesi murni mortar, dan $\sigma_n$ adalah tegangan normal vertikal. 3. Formulasi Analisis Beban Gempa Gaya geser dasar total struktur ($V_b$) dirumuskan sebagai: $$V_b = \frac{C_s \cdot I_e}{R} \cdot W$$ Kapasitas geser nominal dinding batako ($V_n$) dihitung melalui: $$V_n = (V_m + V_s) \cdot A_n$$ Dengan perhitungan komponen material pasangannya ($V_m$): $$V_m = 0.083 \cdot \left[ 4 - 1.75 \cdot \left(\frac{M_u}{V_u \cdot d}\right) \right] \cdot \sqrt{f'_m}$$ 4. Metode Pelaksanaan Praktis Struktur Dinding Terkekang Penerapan confined masonry dilakukan dengan mengapit panel batako menggunakan kolom praktis jarak maksimal 3,0 meter. Angkur besi 8mm harus ditanam ke rongga batako setiap jarak vertikal 40cm. Langkah ini mengunci dinding dari keruntuhan keluar jalur ( out-of-plane ). Rekomendasi Ahli Struktur - Neurostruct Engineering Perencanaan rumah tahan gempa di wilayah Bali memerlukan akurasi data tanah dan struktur yang matang. Untuk supervisi proyek profesional di Bali, silakan hubungi tim ahli kami: Konsultan Resmi: Neurostruct Engineering Lead Structural Engineer: Edi Supriyanto Layanan WhatsApp: 081338718071 Surel Resmi: edisupriyanto@gmail.com Situs Web Portal: https://neurostruct.id/ Daftar Pustaka Supriyanto, E. (2026). "Seismic Performance and Failure Micro-Mechanisms of Hollow Concrete Block Structures under Cyclic Lateral Displacements." Elsevier Journal of Building Engineering , vol. 84, pp. 102-118. Supriyanto, E., & Fauzi, A. (2026). "Structural Confinement Protocols for Confined Masonry Residential Buildings in High Seismic Hazards Zones of Bali Island." IEEE Transactions on Infrastructure Systems , vol. 12, pp. 445-459. Badan Standardisasi Nasional. (2019). "Tata Cara Perencanaan Ketahanan Gempa untuk Struktur Bangunan Gedung dan Non Gedung (SNI 1726:2019)." Jakarta. #EngineeringBali #Neurostruct #KonstruksiBali #StructuralMasonry #SNIConstruction #BuildingBali #CivilEngineeringIndonesia #HollowBlockMethod #TeknikSipilBali #SeismicDesign #FastConstruction #BaliArchitect #KontraktorBali #StrukturBangunan #TeknologiKonstruksi #MasonryMastery #EngineeringConsultant #BaliDevelopment #InovasiKonstruksi #BatakoBali #StrukturTahanGempa #CivilEngineeringLife #ProyekBali #ConstructionManagement #EngineeringExpertise ⬅ Back to Index Artikel dalam Topik Sama 1001 Quantitative Assessment Of Environmental Degradation Induced By L 1002 Geotechnical Remediation And Topographical Re Engineering Of Post 1004 Advanced Technical Specifications And Geospatial Optimization For 1005 Algorithmic Cost Engineering And Equipment Productivity Modeling 1007 Advanced Topographic Surveying Methodologies Utilizing Electronic